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RC-14-1624 (7) Miami Shores Village Building Department OCT 2015 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION UNE PHONE NUMBER:(305)762-4949 FBC 20 t '0 BUILDING // Master Permit No. PERMIT APPLICATION Sub Permit No. —� `� F-1 BUILDING D?(ELECTRIC [ ROOFING ❑ REVISION [:] EXTENSION ❑RENEWAL ❑PLUMBING [] MECHANICAL [:]PUBLIC WORKS B/CHANGE OF [CANCELLATION [] SHOP a [ //��CO��,NTRAC�TOR DRAWINGS JOB ADDRESS: Q� s-tg- ".,r- t City: Miami Shores County Miami Dade Zip: "S 3 k -3 Folio/Parcel#•I 1 _2 DSO k lrl� a S20 Is the Building Historically Designated:Yes NO Occupancy Type:. Load: — Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): O aa— �3 —i&t LUC. Phone#: Mn•*L\k(o-3 Q Address: %b'->Q— V-1-L S City: M w %1%um State: �Fl Zip: S 3 l3 8 Tenant/Lessee Name: Phone#: Email CONTRACTOR:Com pany Name: V b )4 E -c r a t C Phone#: d S zoo Z16 2 �� Address: t l )-6 1 �3 R0 rh-� City:_ C"f I / (� State: �--4 Zip: 3 3 b 1 l Qualifier Name: 0 0i91�a `.� �ta ["-16 Ut� Phone#: S.4-e- r` State Certification or Registration#: lfi� 1.38 1 Lf'q 3(b Certificate of Competency#: 13 E 060 6'r DESIGNER:Architect/Engineer: s4r,1a wn.n� CA Phone#: Address:qab � l+,-- - City: ire n state:1:1— Zip: 33 Value of Work for this Permit:$ x,17 ®0'® Square/Unear Footage of Work: Type of Work: E] Addition [2 Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: Ll ✓, f V-A-,j r Q vAj A (., c�� bE�&L L fx-2 W Z> aC Specify color of color thru tile: Submittal Fee 04 Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ 99 ,O�A (RevMd02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES,BOILERS,HEATERS,TANKS,AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien low brochure will be delivered to the person whose property is subject to attachment Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature OWNER or AG CONTRACTORa JbI foregoing instrument was acknowledged before me this The foregoing instrum nt was acknowledged before mVA MEday of k-Z1o.As ,20 t ,by day of r .20 •� hi!lNn�q� fNAfA t VZ 06L& who is personally known to ,who is personal) known to = '— r who has produced as me or who has produced tifiication and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Lunula,, . - Sign: ao v '�' ua! •`°t• Print aiing( U11 I1 enlL� Seal: J Seal: sssssssssssssssssssssassss_sssesssssssssssssss.ss�ssssssssssssssssssssssssss$sssssssssssssssssssssssssssssssss APPROVED BYT /� ZZAO r-r-7 Tans Examiner Zoning Structural Review Clerk (ReviseM2/24/2014) s Miami Shores Village"� p"'�' Building Department Ls�6 10050 N.E.2nd Avenue LORI Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CHANGE OF CONTRACTOR I ARCHITECT -,.Permit N. Owner's Name.(Feesimple Title Holder): Phone#: Owner's Address: RCR-%� C.+�®� � ��`,.�, S a": g c:,trs sa-L� City:r+ State : r Zip Code: 33A-ktA Job Address:(gwhere work is being done): 161?— ts* S?sU- t City: Miami Shores State:—Florida Zip Code: 3'A r 712 Contractor's Company Name;_fid i F 1 n i c_ Phone#: Address: `258 C e, e City: P� ,=�.�, ®®�•�, State: Zip Code: ?-a�, _ Qualifier's Name: Lic. Number. P_ 1300 l 'a Arc,hitecti Engineer of Record Name:_ M1-,a% S ®o Phone#: Address: City: bcx a Y State:- Zip Code: Describe Work: I hereby certify that the work has been abandoned and/or the contractorlarchitect is unable or unwilling to complete the contract. I hold the Building Official and the Miami Shores harmless for all legal involvement. Signature rt Signature -C= . 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OWOWN \\i• t Ott s`a gi N 8i1 a88t$�BX: 18 S''a04a' t Hold. �� . 63d8., la cy Abbb \\\ Oa:6I. �.. • `\ 'a \3 L {� \``N' 'tee•. :.�,�ti� ;N c ......................................................... ... . . ................................................. . d� v0!i5t T B1 4,40 hwo BUSINESS CERTIFICATE OFCOOAAA ETENCY 13EO00539 VOi.7' ELECTRIC CORP D.B.A.: ROD IGUEZ ODONIS Is certiWd under the provistom of Chapter 10 of Mt8 i OCT 7 2015 i .i I} a i Miami Office GEOTECHNICAL ENGINEERING I FOUNDATION ENGINEERING J GEOTECHNICAL TESTING J SOIL BORINGSINIOMTORING WELLS I CONSTRUCTION MATERIALS TESTING October 30, 2014 REC Mr. Douglas F. Brackett, Jr. JAN Brackett Construction, Inc. 1284 SW 8" Street Boca Raton, Florida 33486 Re: Preliminary Report of Subsurface Exploration & Geotechnical Engineering Study Proposed 1032 NE 98th Street Residence Renovation 1032 NE 98th Street Miami, Florida NV5 Project No. 146688 Dear Mr. Brackett: NV5, Inc. (formerly KACO), submits this report in fulfillment of the scope of services described in our Proposal No. 14-0522 dated October 16, 2014. The work was authorized by acceptance of our Professional Services Agreement. This report describes our understanding of the project, presents our evaluations, and provides our professional opinions and recommendations for foundation design and construction for the project. Sincerely, NV5, Inc. 44441� GENSF COAskMIMI— Y v� ••'9 �0„ - � No. 7377 ; CC �r Steve ccac>, 1, TE ®F er SAEML ' Project Engine �'�•, TA Florida-License r3 @ R..• �C?� ..... CWrY Distribution: 2 Copies to Addressee via U.S. Mail 1 Copy to Addressee via Email 1 Copy to NV5 File f dbcW V8 rep0r181146666 Renovatton at 1032 NEW Sheet 1032 NE 9e Street Miami Brackett Construction,lnc_Geo Report Shallow 10-27-14.doc OFFICES NATIONWIDE 14486 COMMERCE WAY I MIAMI LAKES,FL 33016 1 W W W.NV5.COM I OFFICE:305.666.3563 1 FBPE CA#29065 CONSTRUCTION QUALM ASSURANCE • INFRASTRUCTURE ENGINEERING • ENERGY SERVICES • PROGRAM MANAGENIENT • ENVIRONMENTAL SERVICES TABLE OF CONTENTS SECTION I PAGE 1.0 SITE AND PROJECT INFORMATION....................................................................... 1 2.0 PURPOSE AND SCOPE OF WORK.............................................................................1 3.0 FIELD EXPLORATION..................................................................................................2 4.0 LOCAL GEOLOGY.........................................................................................................2 5.0 SUBSURFACE CONDITIONS.......................................................................................3 6.0 EVALUATION AND DISCUSSION..............................................................................5 6.1 FOUNDATION SUPPORT............................................................................................5 6.2 ESTIMATED SETTLEMENT.......................................................................................5 6.2.1 New Foundations........................................................................................................ S 6.2.2 Existing Foundations.................................................................................................. S 6.3 MISCELLANEOUS ENVIRONMENTAL IMPACTS..................................................6 7.0 RECOMMENDATIONS..................................................................................................6 7.1 SITE PREPARATION AND GRADING.......................................................................6 7.2 FOUNDATION SUPPORT............................................................................................ 8 7.2.1 Shallow Foundations Without Replacement of Silty Sand Layer................................ 8 7.2.2 Shallow Foundations with Replacement of Silty Sand Layer..................................... 9 7.3 GROUND FLOOR SLABS............................................................................................9 7.4 EXCAVATION AND DEWATERING....................................................................... 10 7.5 OTHER RECOMMENDATIONS................................................................................ 10 8.0 REPORT LIMITATIONS.............................................................................................11 9.0 CLOSURE.......................................................................................................................11 FIGURES Drawing 1 Site Vicinity Map&Test Location Plan Drawing 2 Generalized Subsurface Profile APPENDICES Appendix A—Boring Log Data (A-1 through A-4) � II � Mr.Douglas F. Brackett,Jr. October 27,2014 Brackett Construction, Inc. Page 1 Geotechnical Study—Renovations at 1032 NE 98th Street Residence,Miami NV5 Project No.:146688 1.0 SITE AND PROJECT INFORMATION The project site is located at 1032 NE 98" Street in Miami, Florida. Based on a site plan prepared by JSR Design Group Inc. that we reviewed, the rectangular shaped site measuring about 75 by 113 feet in plan is bounded by NE 98th Street to the north and flanked by residential properties to the south, east and west. A site vicinity map is presented on Drawing 1. Presently the majority of the site is occupied by a two-story structure. We were not provided with information on the current elevation at the site, but assume ground elevation is about Elevation +8 feet with respect to the 1929 National Geodetic Vertical Datum (NGVD). We understand that the proposed addition will include a new front porch on the north side of the house and a new covered patio and stair case on the south side of the house. The new loads will be supported either by the existing foundations or new foundations. We have not been provided with column loads but anticipate they will be in the range of 25 to 50 kips. We anticipate wall loads will be on the order of 1.0 to 1.5 kips per lineal foot, and that floor slab loads will be 200 pounds per square foot (psf) or less. We have assumed that no basement areas are planned and below ground excavations are not anticipated except as required for foundation construction. 2.0 PURPOSE AND SCOPE OF WORK The purpose of our services on this project is to explore the subsurface conditions in order to provide recommendations for foundation design and construction. Specifically this report provides: ♦ Drawings showing the boring location(s), a graphic summary of the generalized subsurface conditions, and the boring log(s) with detailed descriptions of the materials encountered. ♦ Discussion of generalized subsurface conditions at the site including groundwater levels. ♦ Discussion of feasible foundation type(s)for the proposed construction. ♦ Design parameters for the recommended foundation types, including vertical and lateral load resistance. ♦ Estimates of foundation settlements. ♦ Recommendations for site preparation and grading, including the re-use of site- excavated materials for fill, fill placement and compaction, and slab subgrade preparation. ♦ Construction considerations including excavation support and dewatering, impacts of existing foundations, and impacts for adjacent structures. � II Mr. Douglas F.Brackett,Jr. October 27, 2094 Brackett Construction, Inc. Page 2 Geotechnical Study-Renovations at 9032 NE 98t'Street Residence,Miami NV5 Project No.:946688 3.0 FIELD EXPLORATION The subsurface conditions were explored with two (2) engineering test borings drilled to a depth of 25 feet below existing grade at the approximate locations shown on Drawing 1. The test locations were marked and identified in the field by NV5. The borings were drilled with a track-mounted drill rig utilizing the rotary wash method. Samples of the subsurface materials were recovered at roughly 2-foot intervals within the upper 10 feet of the borings and at approximately 5-foot intervals thereafter using a Standard Penetration Test split-spoon sampler (SPT) in substantial accordance with ASTM D-1586, "Standard Test Method for Standard Penetration Test and Split-Barrel Sampling of Soils." This test procedure drives a 1.4-inch I.D. split-tube sampler into the subsurface profile using a 140-pound hammer falling 30 inches. The total number of blows required to drive the sampler the second and third six-inch increments is the SPT N-value, in blows per foot, and is an indication of material strength. Upon completion of the borings, the boreholes were backfilled with soil cuttings and the upper 2 feet closed with cement grout. The soil/rock samples recovered from the borings were classified by a geotechnical engineer. The collected samples were later re-examined to confirm field classifications. Visual soil classifications were made in accordance with ASTM D2487 and ASTM D2488. The results of the classification and consequent generalized stratification are shown in boring log data in Appendix A (sheets A-1 through A-4). Strata contacts shown on these drawings are approximate. The boring data reflect conditions at the specific test location only, and at the time the borings were drilled. 4.0 LOCAL GEOLOGY Miami-Dade County is located on the southern flank of a stable carbonate platform on which thick deposits of limestones, dolomites and evaporites have accumulated. The upper two hundred feet of the subsurface profile is composed predominantly of limestone and quartz sand. These sediments were deposited during several glacial and interglacial stages when the ocean was at elevations higher than present. In many portions of Miami-Dade County, surface sand deposits of the Pamlico Formation are encountered. The Pamlico sands overlie the Miami Limestone. In western Miami-Dade County, portions of the Everglades Region interfinger with the Pamlico sand. The Everglades soil consists of peat and calcareous silt (marl). � II� Mr.Douglas F. Brackett,Jr. October 27,2014 Brackett Construction, Inc. Page 3 Geotechnical Study—Renovations at 1032 NE 980 Street Residence,Miami NV5 Project No.:146688 The Miami Limestone is a soft to moderately hard, white, porous to very porous, sometimes sandy, oolitic calcareous cemented grainstone. The formation outcrops in portions of Miami-Dade County. The Miamilimestone Limestone has a maximum thickness of about 35 feet along the Atlantic Coastal Ridge and thins sharply near the coastline and more gradually in a westerly direction. The Miami Limestone was formed about 130,000 years ago at a time when the sea level was twenty-five feet higher than it is today. This environment facilitated formation of concentrically layered sand sized carbonate grains called oolites. These grains formed by repeated precipitation of calcium carbonate around the nucleus of a sand or shell grain. The Miami Limestone can be separated into two facies: the barrier bar oolitic facies and the tidal shoal limestone facies. The barrier bar facies is characterized by lenses of oolitic limestone separated by intermittent, 1-inch thick or less, uncemented sand layers (cross-bedded limestone). Zones of higher porosity are characteristic and parallel the bedding planes of the cross-bedded limestone. The tidal shoal limestone facies is characterized by a distinct lack of bedding planes. In addition, burrowing organisms have churned previously deposited sediments, which have resulted in high porosity channels in the rock. These ancient channels give the rock an appearance of a hardened sponge in some areas. The Fort Thompson Formation underlies the Miami Limestone, and includes sand, sandstone, and limestone. The upper zones of the Fort Thompson Formation consist of sand having a thickness ranging from 5 to 35 feet. The remainder of the formation consists of coralline limestone, quartz sandstone, sandy limestone and freshwater limestone. The type of soils within the formation and the degree of cementation vary with lateral extent and depth. The Fort Thompson Formation is underlain by the Tamiami Formation. The Tamiami Formation consists of sands, silts, clays, and sometime fossiliferous limestone. The upper portions of the Tamiami Formation are permeable and make up the lower reaches of the Biscayne Aquifer. This formation ranges in thickness from zero to 300 feet in South Florida. 5.0 SUBSURFACE CONDITIONS In general, the subsurface conditions encountered in our borings are consistent with the geology described above. The detailed subsurface conditions are presented graphically in the attached generalized subsurface profile (Drawing 2) and in more detail on the records of test boring sheets in Appendix A. The subsurface conditions disclosed by the borings can be generalized as described below. V15 Mr.Douglas F.Brackett,Jr. October 27,2014 Brackett Construction, Inc. Page 4 Geotechnical Study—Renovations at 9032 NE 98t'Street Residence, Miami NV5 Project No.: 146688 Layer 1 —Surficial Fill and Sand This layer consists of fine sand and sand with limestone fragments that is about two feet thick in the borings. The near-surface materials that contain more limestone fragments are likely fill materials. SPT N-values five and 13 blows per foot (bpf) were recorded in the layer indicating the layer ranges from loose to medium dense. Layer 2—Silty Sand This layer consists of silty sand that is about four feet thick in the borings. SPT N-values recorded in the layer were three and seven bpf, indicating the layer is very loose to loose. Layer 3— Limestone with Occasional Sandy Zones Beneath the silty sand layer and extending to the maximum termination depth of the borings at 25 feet below grade is limestone. SPT N-values in the limestone range from four to 23 bpf, with an average value of 9 bpf. For the layers described above, Table 1 below summarizes our estimates of engineering parameters considered pertinent to the design of the project foundation. TABLE 1 -SUMMARY OF ESTIMATED PERTINENT ENGINEERING PARAMETERS SPT Modulus Unconfined Allowable Approximate N-values of Compressive Side Layer Thickness AElasticity Strength Shear ID Description feet Range vg. ksf) (ksf) (ks 1 Surficial Fill and 2t 5 - 13 9 350 - - sand 2 Silty Sand & Peat 4t 3-7 4 200 1 - I - 3 Limestone with Sand 1 19+ 1 4-23 9 8,000 1 100 1 3 We note that the values of allowable side shear estimated in Table 1 above are based on our experience and laboratory data from similar rock that we have tested. Groundwater Groundwater was encountered in the borings at depths of about 6.2 and 7.0 feet below the existing ground surface. These depths correspond approximately to an elevation of about+1.0 and +1.8 feet NGVD. On average, groundwater levels in the general vicinity of the project are expected to vary between elevations +0 to +4 feet NGVD, the variations being primarily as a result of seasonal rainfall. Storm and hurricane events and construction activities also result in variations in the groundwater levels. Notwithstanding the variations acknowledged, we anticipate that groundwater at the site will generally be encountered within the upper five.to 10 feet of the existing ground surface. IVIS Mr.Douglas F.Brackett,Jr. October 27, 2094 Brackett Construction,Inc. Page 5 Geotechnical Study—Renovations at 9032 NE 98"'Street Residence,Miami NV5 Project No.:946688 6.0 EVALUATION AND DISCUSSION 6.1 FOUNDATION SUPPORT Based on the results of the field exploration and our engineering analyses, we consider the site suitable for the proposed construction from a geotechnical engineering perspective. The primary concern for foundation design and construction include support of the proposed new structure loads without unacceptable settlement, and minimizing adverse settlement impacts to the existing foundations as well as to adjacent structures. The presence of the very loose layer II silty sand is a concern for settlement of the new foundations. The proposed development can be supported on shallow foundations after the near-surface soils have been improved as recommended herein. During preparation of the site for foundation construction, care will be required to avoid adverse impacts to the existing foundations from the new construction activities. Our recommendations for foundation design and construction are presented in Section 7 of this report. 6.2 ESTIMATED SETTLEMENT 6.2.1 New Foundations We estimate that new shallow foundations that are properly designed and constructed as recommended herein will experience total settlements of one (1) inch or less and maximum differential settlements of % inch. Given the granular nature of the subsurface materials at the site, we predict settlement will occur coincidental with the application of the building dead and live load and for a short time after. The above settlement estimates are for foundations that are designed and constructed as recommended herein. 6.2.2 Existing Foundations The use of existing footings to support new loads must consider the fact that the building foundations have already completed settlement under the initial construction loads. Any additional loading of these foundations without providing additional foundation support could result in additional settlement that could lead to cracking. Another consideration that must be made is the potential impacts of differential settlement between new and existing foundations, if these two foundation types provide common support to new project components. Differential settlements are anticipated to be on the order of% inch or less. M15 Mr.Douglas F. Brackett,Jr. October 27,2094 Brackett Construction, Inc. Page 6 Geotechnical Study—Renovations at 9032 NE 98th Street Residence,Miami NV5 Project No.:946688 Yet another consideration that must be made in the layout of the foundations is the scenario where an existing footing might not be carrying additional load but is in close proximity to one or more footings that are being newly loaded. Areal settlement in the vicinity of the newly loaded foundations could "drag down" the existing shallow footings, even if they are not actively included in the improvements. Long term differential settlement which could result in localized cracking of the reinforced masonry elements of the proposed additions is a possibility. If the potential for this cracking is unacceptable to the owner, we then conclude that over excavation and replacement of the silty sand material with compacted fill. If this excavation will extend below the water table then a compacted FDOT # 57 stone should be used as recommended herein is the appropriate. 6.3 MISCELLANEOUS ENVIRONMENTAL IMPACTS Environmental forces consist of sinkholes, freeze thaw damage, shrinking and swelling soils, and hurricane scour can affect the performance of a foundation system. Sinkholes, freeze-thaw, and shrinking/swelling soils are generally not of concern in the South Florida area. While a detailed study of hurricane scour was outside the scope of this study, it is nonetheless our opinion that the foundation systems recommended herein when properly designed and constructed, will resist hurricane scour forces. It is therefore our opinion that these specific environmental forces have a low risk (on a scale of low, moderate, high) of adversely affecting deep foundation performance at this site provided the foundation system is designed and constructed as recommended herein. 7.0 RECOMMENDATIONS Our recommendations for geotechnical design and construction of the proposed project are provided below in the following sections. 7.1 SITE PREPARATION AND GRADING 1. Geotechnical site preparation for construction should consist of removal of all existing structures, foundations, pavements, underground utilities, and other deleterious materials within proposed addition footprints plus a five-foot perimeter where possible. Any voids created by the removal of these deleterious materials should be properly backfilled as described in the paragraphs below. No information has been provided about existing foundations at the site. Where old spread foundations are encountered, they should be removed and replaced with compacted fill if they interfere with new foundations or utilities. If the old foundations do not interfere with new construction they should be left in place. Backfilling of old foundation excavations should be performed in accordance with the recommendations provided in this report. V15 Mr.Douglas F.Brackett,Jr. October 27,2094 Brackett Construction, Inc. Page 7 Geotechnical Study—Renovations at 9032 NE 98"'Street Residence,Miami NV5 Project No.:946688 After stripping of the site, we recommend removing the layer I fill (estimated to be the upper 24-inches of the subsurface) and compacting the exposed soils. The exposed surface should be proof rolled and densified. To avoid potential damage to existing foundations, the proof rolling and compaction will likely have to be performed with a small roller or a walk-behind compactor. The proof rolling and compaction should be observed by NV5 to identify and mitigate any weak subgrade conditions evidenced by yielding or rutting at the wheels of the roller. Proof-rolling should include planned development footprints plus a five-foot perimeter where possible. 2. We do not anticipate significant filling for this project. Nonetheless, if required fill soils should consist of either inorganic, non-plastic sand having less than 10 percent material passing the No. 200 sieve, or crushed limestone with a maximum rock size of six (6) inches. In particular, fill soils placed within the upper 12 inches of the subgrade of building slabs on grade should consist of either sand with less than 10 percent passing the number 200 sieve, or crushed limestone with a maximum particle size of three inches Based on our boring data the near-surface sandy materials should satisfy the fill criteria, but might require localized sorting and moisture-conditioning prior to re- use. The Layer II silty sand is not suitable for use as fill. In any event, representative samples of the fill soils should be collected for classification and compaction testing. The maximum dry density, optimum moisture content, gradation, and plasticity should be determined. These tests are needed for quality control of the compacted fill. 3. Fill soils should be_placed with loose lift thicknesses of not more than 12-inches, moisture-conditioned to within two (2) percent of the optimum moisture content based on ASTM D-1557, and compacted to a minimum 95 percent relative compaction'. Filling close to existing foundations could require the use of small compaction equipment and thinner lifts. One test should be performed for.each 2,500 square feet of fill area per lift of fill soils. If during the compaction process fill shows evidence of yielding under the weight of the roller, it should be removed and replaced with properly compacted granular fill as described herein. Fill particles exceeding one (1) inch in size should not be allowed to nest within the fill. The vibrations produced by the operation of the roller/compactor should be _monitored for potential adverse effect on adjacent existing structures pavements, and utilities. If existing footing and nearby structures will be affected by the vibration of the compactor, the compaction procedure may require modification as approved by the geotechnical engineer. 1 Relative compaction refers to the in-place dry unit weight of a material expressed as a percentage of the maximum dry unit weight of the same material as determined in the laboratory using the Modified Proctor procedure(ASTM D1557). Mr.Douglas F. Brackett,Jr. October 27,2014 Brackett Construction, Inc. Page 8 Geotechnical Study—Renovations at 1032 NE 9eh Street Residence, Miami NV5 Project No.:146688 7.2 FOUNDATION SUPPORT 7.2.1 Shallow Foundations Without Replacement of Silty Sand Layer Long term differential settlement between the existing build and the addition has a higher percentage of actually occurring with this option. 1. As discussed above, we do not know the details of existing foundation design and construction. However, based on the information contained in the borings, it is our professional opinion that for new construction at the time, an allowable bearing pressure of 1,500 pounds per square foot (psf) could reasonably have been used for footings installed in near-surface materials that were properlx prepared and compacted. Any additional loading placed on the existing footings should consider the potential settlement impacts discussed in Section 6 above. 2. After preparing the sites as described in Section 7.1 the structures may be supported on new shallow spread foundations bearing on properly compacted granular fill and designed for a maximum allowable bearing pressure of 1,500 psf. The bottoms of footings should be embedded at least 12 inches below lowest adjacent grade. 3. To assure an adequate factor-of-safety against a general shearing failure, strip and continuous footings should be at least 16 inches wide, and isolated footings should be no less than 24 inches wide. 4. Lateral forces may be resisted by passive earth pressure acting on the vertical foundation faces and by friction acting between the bottoms of foundations and the supporting subgrade or lean concrete. We recommend using an equivalent fluid weight of 180 pounds per cubic foot (pcf) to compute passive resistance for moist soil above the water table, and 80 pcf to compute passive resistance in submerged soil. Passive resistance in the upper 12 inches of soil should be neglected unless it is confined by a slab or pavement. Frictional resistance should be ignored. The above values include a factor of safety of at least 1.5. These values of resistance assume that the foundations are: 1) in-situ soil densified by compaction, or clean sand fill which is compacted to 95 percent relative compaction, and 2) able to withstand horizontal movement on the order of%to 3/8 inch. 5. The bottoms of footing excavations should be compacted to 95 percent relative compaction prior to placement of steel reinforcement and concrete. I �I� Mr.Douglas F.Brackett,Jr. October 27,2014 Brackett Construction, Inc. Page 9 Geotechnical Study—Renovations at 1032 NE 96P Street Residence,Miami NV5 Project No.:146688 7.2.2 Shallow Foundations with Replacement of Silty Sand Layer 1. The area removed should include the footing plan dimensions plus 3 feet outside each edge. 2. Once the top of rock is encountered, the rock surface should be "cleaned" as best possible and the area filled using compacted as specified in section 7.1 Site Preparation and Grading above. It should be noted that the excavation and replacement may have to be performed below the groundwater table. If this occur the placement of lean concrete mix or compacted FDOT #57 stone below the water table is recommended. 3. If the stone option is used the stone should be compacted using vibratory equipment. This process can be performed in the wet. 4. The concrete/stone should be filled to about 1 foot above the groundwater level. The stone at this elevation should be compacted using a walk-behind compactor or other compaction equipment. Compacted fill specified in section 7.1 can then be used to fill to the required bearing elevation. 5. After preparing the sites as described in above the additions may be supported on new shallow spread foundations bearing on properly compacted granular fill and designed for a maximum allowable bearing pressure of 2,500 psf. The bottoms of footings should be embedded at least 12 inches below lowest adjacent grade. 7.3 GROUND FLOOR SLABS 1. Lowest floor slabs may be supported on grade assuming the site is prepared as recommended under Section 7.1 Site Preparation and Grading above. The loose Layer II silty sand could result in some settlement and minor cracking of grade- supported slabs. If such cracking is objectionable, the slabs should be structurally supported and heavily reinforced. 2. For slab design we recommend a modulus of subgrade reaction of 150 pounds per cubic inch (pci) assuming the site is prepared as recommended herein. 3. Slabs should be reinforced for the loads that they will sustain and construction joints should be provided at frequent intervals. 4. Slabs in contact with soil are subject to movement of moisture from the soil upward through the slab. To prevent such moisture vapor transmission, a moisture barrier should be placed on the slab subgrade, and should be protected from damage during construction. Construction joints should be provided with water stops in any permanently submerged areas. VIV15 Mr.Douglas F.Brackett,Jr. October 27,2094 Brackett Construction, Inc. Page 90 Geotechnical Study—Renovations at 9032 NE 98th Street Residence, Miami NV5 Project No.:946688 7.4 EXCAVATION AND DEWATERING 1. Excavations into Layer I and II materials will likely stand vertical for very short periods of time only. The sides of those excavations will unravel over time as they are exposed to weather and construction traffic. Temporary shoring, sliding trench boxes, or other support could be required to prevent instability of excavation and to protect workers from injury. All excavations should comply with Occupational Safety and Health Administration (OSHA) design and safety requirements. Shoring designs should be signed and sealed by a Florida- licensed professional engineer, and should be provided for the Owner's review. 2. Particular attention should be paid to any excavations adjacent to the existing structures to ensure that existing foundation are not compromised. 3. Average groundwater elevation is expected to be approximately between Elevation +0 and +4 feet NGVD for this site. In general dewatering is not expected for foundation excavation. Nonetheless we judge that if required, localized dewatering of foundation excavations can be accomplished using pumps and sumps. Dewatering of larger excavations and larger volumes such as for installation of utilities and appurtenances could require the installation of well points. All dewatering and consequent effluent discharge should meet the requirements of the local jurisdictional agencies including Miami-Dade County, Florida Department of Environmental Protection (FDEP), Florida Department of Transportation, and South Florida Water Management District (SFWMD) as appropriate. During dewatering the structures and adjacent properties must be monitored for adverse impacts from dewatering drawdown. The dewatering subcontractor should submit a proposed design for dewatering operations to the owner for review and approval prior to commencing work. 7.5 OTHER RECOMMENDATIONS 1. Vibrations from construction activities could have an adverse impact on the existing structure as well as adjacent structures. We recommend that pre- and post-construction surveys of adjacent structures of concern be conducted to document conditions. 2. NV5 should participate in the design development phases of this project in order to modify the recommendations provided above as changes occur during the design development process. � II� Mr.Douglas F.Brackett,Jr. October 27,2014 Brackett Construction, Inc. Page 11 Geotechnical Study—Renovations at 1032 NE 98"'Street Residence, Miami NV5 Project No.:146688 3. NV5 should participate in the evaluation of field problems as they arise and recommend solutions. We should also be involved with site work activities so we can address needed changes to the foundation recommendations if site conditions different from those described herein are encountered. NV5 should observe and test the foundation installation to satisfy the requirements of the Florida Building Code and municipal agencies. 8.0 REPORT LIMITATIONS This report has been prepared for the exclusive use of the Owner and other members of the design/construction team for the specific projects discussed in this report. This report has been prepared in accordance with generally accepted local geotechnical engineering practices; no other warranty is expressed or implied. The evaluation and recommendations submitted in this report are based in part upon the data collected from the field exploration. The nature or extent of variations throughout the subsurface profile may not become evident until the time of construction. If variations then appear evident, it may be necessary to evaluate our recommendations as provided in this report. In the event changes are made in the nature, design or locations of the proposed project construction, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions modified or verified in writing by NV5. The scope of services did not include any environmental assessment or investigation for the presence or absence of wetlands, sinkholes, chemically hazardous or toxic materials in the soil, surface water, groundwater or air, on or below or around the site. We should be provided the opportunity to review final foundation specifications and review foundation design drawings, in order to ascertain whether our recommendations have been properly interpreted and implemented. If NV5. is not afforded the opportunity to participate in construction related aspects of foundation installation as recommended in this report, we can accept no responsibility for the interpretation of our recommendations made in this report or for foundation performance. 9.0 CLOSURE We appreciate the opportunity to provide specialized engineering services on this project and look forward to an opportunity to participate in construction related aspects of the development. If you have questions about information contained in this report contact the writer at 305.901-1891. I �I�1 DRAWINGS /i M1 UP1r ST1md .$,1;n.r xnwr%*� HE 101h 5% NE 98th Street c°Prorcuu' :emus_ I B-1 I 'II I � � St e F� ,,•1 tdF"Sl pd t#961h SI .. N � c `s�tu vy,az Nx'•sm.t �� o mnae•., M1 p K 9 3, L _ --- r ii 11 P8t,r:.t N1 18,1.51 1$&Itlr Ci Site Vicinity Map .0-NL ' I W oZ O I I I I 0 75 i I NI IN Cat - — U7 COI o I Approximate Scale In Feet ° i I LEGEND: � I B-1 't i I - - Soil Test Boring Location 7 All I I I 4 I I I I I NOTES: B-2 I I 1.Test locations shown are approximate. I 2.Test location symbols are not to scale. WRA3. Base drawing taken from John Sherman Reed . _._ . _-Ag— . -a . _, _, _ , �•_ ._ , _ . Architecture drawing DRAWING TITLE: Site Vicinity Map& Test Location Plan DWN BY:wo 5, PROJECT NAME: Proposed Residential Renovation CKD BY:IV2 PROJECT LOCATION: 1032 NE 98th Street, Miami, Florida PROJECT NO: .146688 T5 10/24/14 DWG NO: 1 APD BY 10 20 30 B'1 10 20 30 B-2 i• •• b 2 i� �� 7 • 3 • 3 ' 2 1 t 2 1 4 3 � t 2 3 2 2 1 1 LZ 1 i 1 1 = 1 ' 11 =_ 8 3 ` 10 b - - - �- - - - - - - - - - - _ - 0 0 8 8 10 6 13 7 11 8 r r r � r � i 3 8 z z 4 b 4 8 2 z 0 F i � i 40 - - - - - - 5 - - - - - _ - - 4- b 4 4 4 b 2 t � •16 -- - 3 - - - - - - - - - 3 - - - 45 3 i 3 2 3 4 2 -20 - - - - - -- - - - - - - -•- -- - - - - - - - - - - - - - - - - - - -- -20 Strata symbols LIMESTONE FRAGMENTS&SAND SILTY SAND ® LIMESTONE O STANDARD PENETRATION TEST BLOW COUNTS/6" Nota:Refer to the appended Record of Teet Boring log(a)Por a complete descdpdon of the strata shown above. DRAWING TITLE: Generalized Subsurface Profile DWN BY: wo PROJECT NAME: Proposed Residential Renovation, 1032 NE 98th Street,Miami Florida CKD BY: Y., PROJECT NO: 146688 I DATE: 10/24/14 1 DWG NO: 2 APD BY APPENDIX A BORING LOG DATA 1 HIM - RECORD OF TEST BORING PROJECT: Proposed Residential Renovation,1032 NE 98th Street,Miami,Florida BORING NO: B-1 PROJECT NO: 146688 START: 10/22/2014 FINISH: 10/22/2014 WEATHER: Sunny BORING LOCATION: Refer to Test Location Plan DRILLER: F.Cruz DRILL: CME 45 DRILL CONTRACTOR: NV5 ELEVATION(EST.):+ 8 Feet(NGVD) GROUNDWATER: 6.2 Feet(depth) DATE CHECKED: 10/22/2014 BORING METHOD: Rotary drill with mud,wash&casing FLUID LOSS: None ELEV./ SOILSYMBOLS STANDARD PENETRATION TEST AND MAJOR SOIL COMPONENT OTHER COMPONENTS CURVE DEPTH FIELD TEST DATA DEPTH N 10 30 50 ° b-'.1102 — LIMESTONE FRA MENTS& Loose,brown r � 2 r�.jic' g SAND 0'-2' 5 •' 2 POSSIBLE FILL) Loose,gray 2 5 s 2'-a' 7 a Z SILTY SAND Very loose,gray 3 3 2 Loose,gray . 1 s — w 2omrana LIMESTONE ° a Soft,tan,with some sand ss 23 u 10 -5 a Very soft,tan,with some sand 9 a 13'-15' 7 a 15 -10 s Very soft,tan,with some sand s a 38'-20' 9 s 20 -15 Very soft,tan,with some sand 3 2 23'-25' S a zs -20 30 -25 35 Refer to Notes and Legend on separate sheet for additional Information. This Record of Test Boring is part of the project Geotechnical Report. it should not be assumed that changes in the°N-Value"are a linear function. A-1 Soil and rock samples recovered using a ASTM D-1586 test proceedures. RECORD OF TEST BORING 5 PROJECT: Proposed Residential Renovation,1032 NE 98th Street,Miami,Florida BORING NO: B-2 PROJECT NO: 146688 START: 10/22/2014 FINISH: 10/22/2014 WEATHER: Sunny BORING LOCATION: Refer to Test Location Plan DRILLER: F.Cruz DRILL: CME 45 DRILL CONTRACTOR: NVS ELEVATION(EST.):+8 Feet(NGVD) GROUNDWATER: 7 Feet(depth) DATE CHECKED: 10/22/2014 BORING METHOD: Rotary drill with mud,wash&casing FLUID LOSS: None ELEVJ SOILSYMBOLS STANDARD PENETRATION TEST AND MAJOR SOIL COMPONENT OTHER COMPONENTS CURVE DEPTH FIELD TEST DATA DEPTH N 10 30 50 ° «.! :i• ; t Medium dense,brown s SAND 01-7 13 POSSIBLE FILL) Very loose,gray 5 2 r-4' 3 SILTY SAND Very loose,gray s i 4'4 3 2 Very loose,gray — 2 %0/2Z/=4 s 6'-8' 4 . s ° 6 6 LIMESTONE Very soft,tan,with some sand 7 8'-10' 13 8 10 5 9 Very soft,tan,with some sand 8 6 13'-ss' 11 8 15 -10 4 Very soft,tan,with some sand 4 4 18'-20' 8 2 20 -15 6 Very soft,tan,with some sand 6 s 23'-25' 6 2 zs -20 30 -25 35 Referto Notes and Legend on separate sheet for additional information. This Record of Test Boring is part of the project Geotechnical Report. It should not be assumed that changes In the"N-Value"are a linear function. A-2 Soil and rock samples recovered using a ASTM D-1586 test proceedures. KEY TO SYMBOLS Symbol Description Strata symbols �pr..41 Limestone Fragments&Sand OL4W (Possible Fill) ® Limestone Silty Sand Misc.Symbols Groundwater level measured at boring completion. The date checked is indicated. Boring continues TEnd of Boring Soil Samplers a Standard penetration test. 140 Ib.hammer dropped 30" Notes: 1.Exploratory borings were drilled 10/22/14 4 using a 4-inch diameter rotary drill with wash,mud,and casing. 2.Groundwater was encountered at depths of 6.2 and 7 feet below grade upon boring completion. 3.Boring locations were taped from existing features and elevations estimated. 4.These logs are subject to the limitations,conclusions,and recommendations in this report. S.Results of tests conducted on samples recovered are reported on the logs. A-3 NOTES RELATED TO RECORDS OF TEST BORING AND GENERALIZED SUBSURFACE PROFILE 1. Groundwater level was encountered and recorded (if shown)following the completion of the soil test boring on the date indicated. Fluctuations In ground water levels are common; consult report text for a discussion. 2. The boring location was identified In the field by offsetting from existing reference marks and using a cloth tape and survey wheel. 3. The borehole was backfilled to site grade following boring completion,and patched with asphalt cold patch mix when pavement was encountered. 4. The Record of Test Boring represents our interpretation of field conditions based on engineering examination of the soil samples. 5. The Record of Test Boring Is subject to limitations,conclusions and recommendations presented in the report text. 6. "Field Test Data"shown on the Record of Test Boring indicated as 11/6 refers to the Standard Penetration Test(SPT)and means 11 hammer blows drove the sampler 6 Inches.SPT uses a 140-pound hammer failing 30 Inches. 7. The N-value from the SPT is the sum of the hammer blows required to drive the sampler the second and third 6-Inch increments. 8. The soil/rock strata interfaces shown on the Record of Test Boring are approximate and may vary from those shown. The soil/rock conditions shown on the Record of Test Boring refer to conditions at the specific location tested; soillrock conditions may vary between test locations. 9. Relative density for sands/gra Is and con istency for silts/cla s and limestone are described as follows: SPT Sand/Gravels SPT Silt/Clay SPT Limestone Blows/ Relative Blows/ Relative Blows/ Relative Foot Density. Foot Consistency Foot Consistency 0-4 Very Loose 0-2 Very Soft 0-20 Very Soft 5-10 Loose 3-4 Soft 21-30 Soft 11-30 Medium dense 5-8 Firm 31-45 Medium Hard 31-50 Dense 9-15 Stiff 46-60 Moderate) Hard 16-30 Very Stiff 61-50/2" Hard Over Very Dense Over 30 Hard Over 50/2" Very Hard 50 10. Grain size descriptions are as follows: NAME SIZE LIMITS Boulder 12 inches or more Cobbles 3 to 12 inches Coarse Gravel 3/4 to 3 inches Fine Gravel No.4 sieve to 3/4 Inch Coarse Sand No.10 to No.4 sieve Medium Sand No.40 to No.10 sieve Fine Sand No.200 to No.40 sieve Fines Smaller than No.200 sieve 11. Definition related to adjectives used in soil/rock descriptions: PROPORTION ADJECTIVE APPROXIMATE ROOT DIAMETER ADJECTIVE About 10% with a trace Less than 1/32" Fine roots About 25% with some 1/32"to 1/4" Small roots About 50% and 1/4"to 1" Medium roots Greater than 1" Large roots A-4 RIK �r FLORIDA QUALITY TRUSS FLORIDA TYQUALITY T-RUS=tK� 3635 PARK CENTRAL BLVD. NORTPOMPANO BEAC:(i FL,33064 SAN 2015 ps 3.�.�c C I T�K�D0 P `"""nEMALI.: F.LQT@BELLSOUTH.N Y.t�:Ei.kT.�3,D, t� -- / IPRCUECT NAM-F'-sJND ADD`��=E_.S-S: L L >�.tisANI 1.2 City County l� r 4-D.. - cI� ACTRi SLzILn;=� �-~ ,� �T Del r Lot/ Block . APMEL-:/ Elevation: �j - ' Job # ��id/ 6At—z-ME1`t the,�- - e~s i; on the :ed sea€°d� Wit, i . tDr co�utQra�v �F EN-OT1109 0,0d15- I3_ 1 s d i ra � am ide aria jir�=ate> e�is1 € .j 'R LO G C O . . .••• ....�. OAD _c'°� � 00000• 0 • • Top� L 000••• 0000. • • • • -,-a-CHOM DEAD LOPDJ •• •• ••.••• � fx' 1 0000•• 0000 ••••• �c -_ • • •• •• 0000- 0000•• AD ajC*;ff)DEAD LO � � 0 0 •. • -�� L� 0000•0 • 00 • • • • 000000 ONEACI 7;LMnitAX •• • 0. r -� i R I i ALJPf1,1E It3 3P1TiC�r.dram used for dam-,r1: . Attached is a index sheet submitted in accordance with Florida State 61G15-31.003.The Pages numbered ... ...:/ thru.. . .are photocopies of the original designed and approved by me. As wittriess -by my seal, I hereby certify that the above information is true and correct to the best of my knowledge and belief. %%j`e%uti rryill A.YEKTA KAVASOGLU, P.E ��°<�°`�Y' K y So 'leo" FL. REG.#41310 :moo Q••, •o ,.ClG, Z N CONNECTIONDETAIL§500 W.R0I3GERS CIRCLE #6000 D NPARAMETERSOFTHE BOCA RATON, FL 33487- _ �b1310 ELEMENTS SHOWN ON THIS o -_ SHEET CALC INDEX PANE COMPLY TATE OF W1 THE INTINT INTENT THIS PROJECT APPDROVED AS NOTEDr+ <�0,,\ ''��G R 10 �:• ��• D RESUBMrr CHECKED MAY 2015 JAN 3 1015 ®°®�SS'0��, PROJECT CLASSIC LLC tee�n e a a►�ea`� 7318 TEXAS TRAIL,BOCA RATON,FL 33487 PH:954 867 7803!FAX:561 865 5438 • c r N0. F . . 'No. (!US LD. ; st. . No. _ RI7u i 1s s ( t ' Tz— 1 - € _Ai 05. • ; . 126. * a AA 7 i 127.48 - 5U. I 9G.. 170. ` 51. !91. 131. t4.71. 1$ -5A. 94- 174. Is- 55. 1Q - T35- W5. -17. 97. � �� 21. Ica s,.S42- 2 , - . f • , or • •• ' - I ••• • hy€s 31. - - i 72. 112. 1 1 . . 113. 1i. ` 1-. s — - —f- 1114. 1 5:. . . ' - I. _ s` E 37. 117. } -38. f - ` 118. I 1 .1391. 9. x5,00 W. %E.Lf ._"000 _ d! 1°x P A--- `user; _�r; ; 7 _ TAT JAN �� ~` 'A ` .-PLOD%.- C?` a Florida Quality Truss Engineering-List Main Office: Job#: 15014 Alt.Ph:954-975-3384 - Fax:954-978-8980 flgt@beiisouth.net Date: Customer Information: Project Information: Name: Contact: Name: BRACKETT CONSTRUCTION I Fill in later MULRONEY HOUSE Address: Address: Region: 1032 NE 98TH STREET I Dade clb,State,Zip: City,State,W. Miami,*` Salesman: Notes: Losding: TC BC Fdl in later LL 0 0 Desig-: DL 0 0 Fill in later Engineering List Seq. Qty Span Description Truss Slope BDFT OH-L CANT-L STUB-L Height Num. TC/BC OH-R CANT-R STUB-R 1 2 1Sle&99 FG10.00 0.00 0.00 00-00-00 00-00-00 00-00-00 00-00-00 /y J "c' 3-Ply o lbs.each 2x6 / 2x6 0.00 00-00-00 00-00-00 00-00-00 2 1 69n@8.80 FG2 0.00 0.00 0.00 00-00-00 00-00-00 00-00-00 00-00-00 /I-Z-0 3-Ply 0 lbs.each 2x6 / 2x6 0.00 00-00-00 00-00-00 00-9"Ck 3 3 07-00-02 Al 2.12 0.00 0.00 02-09-15 :00-Q(?--QO 00-d0.•a0• 00-00-00 �• 0 lbs.each 2x6 / 2x4 0.00 00-00-00 Qd-00-60 0&0&0& • • 4 6 01-00-00 A2 3.00 0.00 0.00 02-00-00 •QQ•tW 00-00-00 00-0m..0.00: 0 lbs.each 2x4 / 2x4 0.00 00-00-00 ODe00e00 00-00-0 • ' ' •• • • 5 6 03-00-00 A3 3.00 0.00 0.00 02-00-00I -00-00 00-0QiQp 00-00":..* 0lbs.each �•••2x6 / 2x4 0.00 00-00-0000 09 OO�Q j1Q ' 000000 • 6 13 05-00-00 A4 3.00 0.00 0.00 02-00-00 T9t)Q tJ 00-00-06 00-00-00 0 2x6 / 2x4 0.00 00-00-00 b0-00-0E 00�a-CG • 0lbs.each •• •��•e • 7 1 21-03-00 A5G 3.00 0.00 0.00 02-00-00 GQ-Q144 00-0a,0% •00-00-90 0 2-Ply 0 lbs.each 2x6 / 2x4 0.00 02-00-00 00-00-00 00-00► 9 8 1 21-03-00 A6 3.00 0.00 0.00 02-00-00 00-00-00 00-00-00 00-00-00 0 lbs.each 2x6 / 2x4 0.00 02-00-00 00-00-00 00-00-00 9 1 21-03-00 A7 3.00 0.00 0.00 02-00-00 00-00-00 00-00-00 00-00-00 0 lbs.each �� '� 2x6 / 2x4 0.00 02-00-00 00-00-00 00-00-00 10 10 21-03-00 A8 3.00 0.00 0.00 02-00-00 00-00-00 00-00-00 00-00-00 o lbs.each - ��r, 2x6 / 2x4 0.00 02-00-00 00-00-00 00-00-00 11 1 22-06-02 A9 3.00 0.00 0.00 01-11-15 00-00-02 00-00-00 00-00-00 o lbs.each _ = 2X6 / 2x4 0.00 00-00-00 00-00-00 00-00-00 12 1 22-06-01 A10 _ 3.00 0.00 0.00 01-11-15 00-00-02 00-00-00 00-00-00 0 lbs.each -"- 2x6 ! 2x4 0.00 00-00-00 1 00-00-00 00-00-00 13 1 22-06-01 All 3.00 0.00 0.00 01-11-15 00-00-01 00-00-00 00-00-00 0 lbs.each 2x6 / 2x4 0.00 00-00-00 00-00-00 00-00-00 14 1 15-08-01 Al2 3.00 0.00 0.00 01-11-15 00-00-01 00-00-00 00-00-00 0 lbs.each 2x6 / 2x4 0.00 00-00-00 00-00-00 00-00-00 - 15 1 15-08-01 A13 3.00 0.00 0.00 01-11-15 00-00-01 00 00-00 00-00-00 0 lbs.each 2x6 ! 2x4 0.00 00-00-00 00-00-00 00-00.00 Page 1 of 2 Engineering List Seq• Qty Span Description Truss Slope BDFT OH-L CANT-L STUB-L Height Num. TC/BC 01-1-11 CANT-R STUB-R 16 1 15-08-01 A14 3.00 0.00 0.00 01-11-15 00-00-01 00-00-00 00-00-00 0 tbs.each 2x6 / 2x4 0.00 00-00-00 00-00-00 00-00-00 17 1 15-08-01 A15 3.00 0.00 0.00 01-11-15 00-00-01 00-00-00 00-00-00 0 tbs.each 2x6 / 2x4 0.00 00-00-00 00-00-00 00-00-00 18 1 15-08-00 Al 6G 3.00 0.00 0.00 02-00-00 00-00-00 00-00-00 00-00-00 0 tbs.each 2x6 / 2x4 0.00 00-00-00 00-00-00 00-00-00 19 1 09-00-00 61 3.00 0.00 0.00 02-00-00 00-00-00 00-00-00 00-00-00 0 tbs.each G 2x6 / 2x4 0.00 02-00-00 00-00-00 00-00-00 20 1 09-00-00 B2 �_ 3.00 0.00 0.00 02-00-00 00-00-00 00-00-00 00-00-00 0 abs.each 2x6 / 2x4 0.00 02-00-00 00-00-00 00-00-00 21 1 09-00-00 B3 3.00 0.00 0.00 00-00-00 00-00-00 00-00-00 00-00-00 0 fibs.each r �-� 2x6 / 2x4 0.00 00-00-00 00-00-00 00-00-00 22 1 04-00-00 V1 3.00 0.00 0.00 00-00-00 00-00-00 00-00-00 00-00-00 0 tbs.each -T� 2x4 / 2x4 0.00 00-00-00 00-00-00 00-00-00 23 1 08-00-00 V2 3.00 0.00 0.00 00-00-00 00-00-00 00-00-00 00-00-00 0 On.each � - 2x4 / 2x4 0.00 00-00-00 00-00-00 00-00-00 • •••• •• •• • • • • • • • • •••••• Page 2 of 2 Job: 15014 /FG1 THIS DWP.PRE&AFWQ Y THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x6 SP#2 • •• • Bot chord 2x6 SP SS • • . 3 C6*16fa Yusles Required Webs 2x4 SP#3:W1 2x8 SP SS: W2 2x4 SP SS: : :9: : • • Special loads • • ••• • • • • 000 Nail Schedule:0.128"x3",min.nails --(Lumber 90 plfat 0.67 /Plate f at 14.=1.25) Top Chord:2 Rows @ 4.50"o.c.(Each Row) TC-From 80 plf at-0.67 to 80 plf at 14.17 BC-From 620 pi(at-0.67 to 620 plf at 14.17 Bot Chord:1 Row @ 34"o.%,•• TC-1178.56 Ib Conc.Load at 0.94,2.84,4.94,6.94 • • Wabs ta •:1 Ito @ 4; c. • 8.84,10.94,12.94 : • tRo�,�t naiIIr,g s ch Iyer i%Wpfied.Use equal spacing wid psf,wind BC DL=5.0 pef.GCpi(+/-)=0,18 • ••• The�CCC*af truss shstagger nalls braced awith attached hed panch raw to avoid s at 24.00 in Hou of structural sheathing. 180 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT 11,EXP C,wind FC fit=5.(! • • • • • • • Wind loads and reactions based on MWFRS. End verticals not exposed to wind pressure. •• • • • •• ••• •• ••• • • Deflection meets L/360 live • • • •• • ve and Li240 total load.Creep increase factor for dead Toad is 1.50. • • • • • •• • • Truss must be Installed as shown with top chord up. ••• i i ••• i i i•• •• JT PLATE LATERAL CHORD No SIZE SHIFT BITE [1] W6X10 4.50 L 2.75 [21 W3X8 S 4.75 [4) W4X10 O 1.50 [51 W3X5 2.25 L 1.25 [8) W3X5 2.25 R 1.25 [9) W010 O 1.50 [10] W6X10 4.50 R 2.75 [13] W5X6 S 4.75 mea �� 11791 ,17ea 174+1-r-L3-r--•t---X-��---r--• -r-- ---r-•t "--� -6x10111 1 X4 m -ex1of101 IP. -1 1! It W1 w2 Wt 1 m4 10[4] m3XIO a X 0 OX8121 1410' 1115X6113) R=92668 U=4041#W=8" (Rigid Surface) R=94950 U=4132#W=a" (Rigid Surface) SEQ= 455924 PLT.TYP:WAVE DESMCR r 1WEWR-=7 FTMT"so•te%Y1(0) QTY=2 PLIES=3 TOTAL=6 REV. 10.03.12.0410.00 SCALE=0.2500 WINGI "IMPORTANT"FURNISH THIS ORAWWG TO ALL CNONM40TORS INc6 DING THR MBTALL11R8, TC LL 30.Opsf REF Tru�ae repdro maemamemlabrim9rg, 8'dar>n9. ease eweo�e.Rd.1-m fOOdrtl" mm� F , P'� TC DL 15.Opsf DATE 01-23-2015 .,mr�;.,�.., ,•••• °"omaa�,.me.wFu�a�un�ww�rm�em,"awuat�,v �acou�aba arreoAeraamroedrmmred .91179 Lmadn"ow.,a amen,mmmreao-mdd.me e�me aemmFe aeoamse9 sr>9,aee�WoaWe.AawrwWeero�rae BC DL 10.Opsf DRWG mweea l�` nMo==m,amme.wmDmare meammea wme _.., ..._ _. P'erarm ,9owzro.WAadp.ftpoeam�m. BC LL 0.0 Sf mleaut moaevanoo"auo= wird r�ea.d�.ua P TWA e�mm"erowrdtreM=Ine"do�aeweenxe ,,o ranm�ne ereoo�.aemraam, aeaAudawn. TOT.LD. pS O/A LEN. 130600 � ne.aanftoerm�•aawatea=ue.cWacaaa FAX: 978 1.25 JOB#'15014 f1 ere m rweb�um 1no11 ThawBa�aduwaeaa draw =NrA=CP raAt9tVa. faraeq geuaMsae»,«aaumagota.ewmnoae�erPrrasvrn,�.a. DUR.FAC. 1Pilf6#iPANS9 WACEF4 3PB.391' mveca-Aw ao m7M:-Vh t mW u- -�zx-1-da 9 SPACING 24.0" TYPE FLAT Job: 15014 /FG2 THIS DWG.PREPEFQ11Y THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x6 SP#2 • • Bot chord 2x6 SP SSS • • . 3 CQ4IM&TIuAas Required f? Webs 2x4 SP#3:W1 2x8 SP SS::W2 2x4 SP#2: • • • ••• • . Special bads • • •e• • • • ------(Lumber Dur.Fac=1.25/Plate Dur.Fac.=1.25) Nap Chord: @3",min.nails Top Chord:2 Rows @ 3.00"o.c.(Each Row) TC-From 90 piF at 3.50 to 80 pt at 9.87 Bot Chord:1 Row @ 3.75"ox BC-From 620C-1228.00 lb Cone .Load at 2.87.-0.87,if at-3.50 to 620 1ff at 8.13,3.13 • s Weis•:1 Rbw @ 4" e. •• T 5.13 • • • RepeaMail�g�s each er 4illplied.Use equal spacing TC-1178.56 Ib Cone.Load at 7.06,8.77 Setw ft rots 4id stagger naps in each row to avoid splitting. ••• •f• 180 rr t win*15.00 it"Sh hgi•ASCE 7-10,CLOSED bldg,Located anywhere in roof.RISK CAT Il,EXP C,wind TC DL=5.0 psf,wind BC DL--5.0 psf.GCp](+/-)--0.18 Wind loads and reactions based on MWFRS. ••• 00 Cndye,V.Ie,C#exEosed t@Vnd pressure. �etl dr L*0 Me and:n40 total load.Creep Increase factor for dead load Is 1.50. •• • -Russ roust It installed as shown with top chord up. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [1] W6X8 4.50 R 3.00 [2] W3X8 S 4.75 [5] W4X12 5.00 L 1.50 [e] W3X8 S 1.25 [7]W3X4 S 2.25 [8]W 1.5X4 S 2.25 91 W4X12 5.00 R 1.50 101 W6X8 3.50 R 3.00 [13]W3X8 S 4.75 The TC of this truss shall be braced with attached spans at 24"OC In lieu of structural sheathing. 1228012280 12280 11 11780 I! Z- -Z---t--Z�-z1.11.3- •-Ire-."- -6X81 @1.5X4 M3)(8161 M IM4181 M 10] IW1 W2 Ni 5119 1UU X12[5] 1113MM m4X12191 1113M(13] AMM 137 R=8968#U=3903#W--W (Rigid Surface) R=8877#U=38830 SEQ= 455945 PLT.TYP:WAVE DeswNcwr-FWMIOResrrni MFrarr"acz(0%y/rot QTY=1 PLIES=3 TOTAL=3 REV. 10.03.12.0410.00 SCALE=0.2500 a� "IMPDRT�FURNISH 71418 DRAWING TO ALL CONTRACFOLLOW ALL NOTES TM INCLUDING THE IN1111TALIM8, TC LL 30.Opsf REF Thveaes repu4e®mmmre®e 1.%W.m9. eNwaa. a�W�.rcnR mrd °°"•°"°'�'iWWPMbzz%b `""F'"'" OrWN.eSMbyTM 'd TC DL 15.0 sf DATE 01-23-2015 adhdft and .Wh..4PVP"."jWf -ttM -f.I 'M.W-W CO-b. BC DL 10.Opsf DRWG emm�are ummaeaFa eeomeas e7ar810.eaepp8o�.npp9WmeammoAme TMEMmtrmeene � �ao�a�aoueDa�w�s�uaou=.� BC LL 0.0psf Rnw 180AZra emndmd gmepwNma. .-_. _.A.. ___._.. mvam•• fAwptrio.emm�auereayo�mmtewm�ymam�aannmarmw•, fe0eebburd eb trove bt cantamamaw�014801'180 L arfor neeffing,em9Fxg,6nleeetbi 9� TOT.LD. 55.0psf O/A LEN. 90800 �SS[o 97$ r Aaadm98dmN7voewww2ea•tNednw6•Urebetwasml0�asatp gg •• • W b�tdui mm TMwh ftW wd0dedm*q DUR.FAC. 1.25 JOB# 15014 A [.tBKCAITAAT.➢4tlP.. t•wdMd=b 8m dOnUMV Da*w WAN�VTP118eoR 1@N)MPEtJgN WAC33rPL RwSxr..:-O-MTM..w'�w wTrn�"�cy- -J=ft 9 SPACING 24.0" TYPE FLAT Job: 15014 /Al THIS DWG.PREPng Y THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x6 SP#2 • • •r-ca/loads•• e• • Bot chord 2x4 SP#2 • • • •—(Lemur Dur.Pac 1.25•:Plate Dur.Fac=1.25) • • •4rC-1 1PPfff:t 0tq 2 plf at 7.01 180 mph wind,15.00 ft mean hgt ASCE 7-10,CLOSED bldg,Located anywhere It roof,RISK CAT II,EXP C,wind TC tiL=5.0• l .OW*e2 plf at 7.01 psf,wind BC DL=5.0 psf.GCpl(+/-)=0.18 • • 6 9 Ibonc.Load at 1.41 \`--/y TC-250.53 lb Conc.Load at 4.24 Wind loads and reactions based on MWFRS. BC-33.27 lb Conc.Load at 1.41 Bj-8J.4114 Conc.Load at 4W* Bottom chord checked for 10.00 psf non-concurrent live bad. • • • • •• • • Pefletlon weels U860 ft ant N40 total load.Creep Increase factor for dead load is 1.50. • • • • • • • • • • • ••• • • ••• • •• • • • •• ••• •• • ••• • • • • •• •• ••• i i ••• i i i•• •• eee zs, 2'9'15 29'3 ''^"U=73# NAILED 2.12 12 ro a2X4(A1) 1 1 r0'2 330 R=252#U=54#W=10'9 R=1089 U=11# NAILED (Rigid Surface) SEQ= 452972 PLT.TYP:WAVE oEaMOUT-Mxma+earrin-2WFTMT y+(m QTY=3 TOTAL=3 REV. 10.03.12.0410.00 SCALE=1.0000 "WARNIN "MW AND FOLLOW ALL NOT36 ON THIS DRAWINGI "IIVORTAN"F RNIGH THIS DRAWING To ALL 0ONTRACTORS wcurow®THR weTAUSIRe. TC LL 30.Opsf REF T-repWremaa,epuimCmeNtehim6g,hm1%041%yip,C/aR"abadt fa4wv tlielatealet0bnofeC�(&d&g Cana�elY MTPI and WTtara�ly a°wa hm a, `>o�dwa TC DL 15.Opsf DATE o1-1a-2015 PLORM& mbnheaeawaeMmm a d. n tAW0=5W=1"rpamaa 4WffWMbahaofweb8 BC DL 10.Opsf DRWG atm0 haae 6mp0ed pa eOWAM 63.&87 ,0.seppllmb,e.Aypypetst—hfma e� dhsa aq salaam eDaead an CaJa6d Oefai,ailssraf¢d dhawha. a�ma�,eoAzta°�aa"om'"w °• BC LL O.Opsf rrwave� c�awua&M rtb—p—V ft,.Wd dW famaba mroae me rmn wrcanm�ve.mi Afaurvl,,�w alawo-a.hml�m 5.Opsf 702a "" TOT.LD. . Asalm 8da drasfrq a oasP9hre0lD Nb dfaWOq,tn�als aaapaas"potes,onm a °etf ,dm,ma oma° 'AnWMIa",°a.°rte DURYAC. 1.25 JOB#:15014 ' ss�eamck2rrra�l.crzo.. Formaremr«mati�,�mml"h'a �raw�aaaaawae�: SPACING 24.0" TYPE HIP JACK Job: 15014 /A2 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP#2 • • ••• 180tmphwind,I&OOft can hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT Il,EXP C,wind TC DL=5.0 Bot chord 2x4 3P#2 ••• p�,,,Td-E DM.0 pg.GCpl(+/-)=0.18 Bottom chord checked for 10.00 psf non concurrent Uva load. *%:oa&and ja4s based on MWFRS with additional C&C member design. • • 000 Deflection meets L/ 360 Uva and L/240 total load.Creep Increase factor for dead load Is 1.50. • •• ••• •••• • • • •• • • •• • • • • • • • • • • •• • • • • • • • • • • • ••• • • ••• • •• • • • •• ••• •• • ••• • • • • •• • •• • • • • • ••• •• 3r -2X4(Al) 7 1 N � 1 (Rigid Surface) R=17#U=4# NAILED R=34#U=19# NAILED SEQ= 452964 PLT.TYP:WAVE DM,GwT 1WMW .=FTMT. yuo) QTY=6 TOTAL=6 REV. 10.03.12.0410.00 SCALE=1.0000 "WARNING11"READ AND FOLLOW ALL NOM ON IM8 DRAWING1 MIMPORTANT"FURNI&4THIS DRAWING roALL CONTRACToaswowolNGTHE INSTALLER. TC LL 30.Opsf REF T-r q k.ed--b Wkedp, wand fldetbeM ,�q� fyaO�oBp81e00"�'° Wav0trnp"°"` �'"T" c�"°°°`� TC DL 15.0psf DATE 01-14-2015 gfP''d'i"!" •'w•++u �lfe'BeB 1pIB�COhWM180.�P C�YOeh9r heVepOpet�J18tl80�841Bf18 R1d b01bm CICd tldllmyetpraperlyalr4W ce0rg.Laaedu=elalarpmmmrenl leterd rettreM dweEn BC DL 10.Opsf DRWG hma�pe aeadare B3'lCed �tw�tae.Appgp�lee beaahtam m �f"t�� °ter°"�t"�t°°n BC LL O.Opsf ewee�wtt� ANSpiP,.a w _ ereaepdaumea. TOT.LD. 55.0pSf O/A LEN. 1 (!�y Atetl pA den drmwiro�oranYet pgstdCO tMt ermwhp,ddbdea emepta<medprdmtlonel 3�AYx w4�ibAB r„•y' . ."ti°� " �° '"`" DUR.FAC. 1.25 JOB#:15014 � 8649 PA��H7A.ILW.V0.. Far nwre N4nmeon tee ptle lobs lle�rei mien papa aid dreeeweU edea: t p6� .V.W rWe�«,., Abap. , Fd�,.,. Tk*Wa%MCA.,. bdn&nhy. m ...�n.wp SPACING 24.0 TYPE JACK Job: 15014 /A3 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x6 SP#2 • • ••• 18an1ph#And,1 x.00*Wan hgt,ASCE 7-10.CLOSED bldg,Located anywhere in roof,RISK CAT 11,EXP C,wind TC DL=5.0 Bot chord 2x4 SP#2 •• •• • pef,Wnd"06115.0 pef.GCpi(+/-)=0.18 • • • • • • • • j • Bottom chord checked for 10.00 psf non-concurrent live load. V�M�toaQs and actl4s based on MWFRS with additional C&C member design. • • 000 Deflection meetseL/3cf;Ave and L/240 total load.Creep Increase factor for dead load Is 1.50. • •• ••• ••• • e • e• • • • •• • • • • • • • • • • •• • • • • • • • • • • • ••• • • ••• • •• • • • •• ••• •• • ••• • • • • •• • •• • • • • • ••• •• R=125#U=64# NAILED 3 p• m2X4(At) a 1 1 3- 40#W=8' (1,t1d Surface) R-44#U-109 NAILED SEQ= 452958 PLT.TYP:WAVE DMNMr-F8=10sEaMOMFTMT-2WAMY1(0) QTY=6 TOTAL=6 REV. 10.03.12.0410.00 SCALE=1.0000 "WARNINMID AND FOLLOW ALL NOYNG ON VIG DRANNI "IMPWTANTee F IBM THIS DRAWINa TO ALL CDNTRAC XM INDLWIN®THE INSTALLERS. TC LL 30.Opsf REF Tameea regW(e B%teaaa sere in fehrkmtrg. Ndpp4g,hmlaNng e'd RafaeNead fao""0.W.la0lm 10 SON Ca�aom4 Ntameaae.b/TPIaM CA)taeefety TC DL 15.Opsf DATE 01-14-2015 ehaa hsmeprapePye ryia a�8np.I.omUom ehowa fa pmmamtt lateral restraim dwelm BC DL IO.Opsf DRWG ehmthe and posgammHed per eec9am eJo bels sales nou.App PW.l"each face ammaaaavc�eaasaro.a�a�aonWm�areoemna ma�aanoeaame. Ria 4o 7WWA-Z/a slaMmtl yabpos4imm. BC LL O.Opsf .. .......... .._...... ....._.._ ._.._ nWeutrmg (Youpam.aheanotM WerryaeMelkntrapausarewaq. & feBurerohu8d the trues b contar,nmmawM ANSVTPI/,>for hab�& 8• �edmmaae.nTOT.LD. 55.Opsf O/A LEN. 3 .e�mW&au•waavmrarwoeemonaeaRwv.a�ao.aooaaP�.aewt� F'A:Cx�tYf 'w°m"o-q"ro°mmer°aubta tte hmn Theetdlet>MroeitsedOft ft q DUR.FAC. �.25 JOB#:15014 aS�Ph$KeZNrB.AL Yt4'D.. t•eeyeallCMebemeeepmWftd9ro Bu79 D&%*wper ANBVTPIt8ee2 kOSWANOIWAtIS11,P SM" nWBM— TPl:wwrlphla�WTCA� -:=0 ,..mee q SPACING 24.0" TYPE JACK Job: 15014 /A4 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 24 SP#2 • • •••180kmph wind,18k004Rwaan hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT Il,EXP C,wind TC DL=5.0 Bot chord 2x4 SP#2 e•••e e p�,Td 90 D".O p f.GCpi(+f-)=0.18 Bottom chord checked for 10.00 lief non concurrent We load. e e e 411:pa4 and�cdo:s based on MWFRS with additional C&C member design. MWFRS loads based on trusses located at least 15.00 ft.from roof edge. • • 000 Deflection meets U360 live and 1-/240 total load.Creep Increase factor for dead load is 1.50. • • ••• ••• •• •• ••• • • •• • • • • • • • • • • •• • • • • • • • • • • • ••• • • ••• • •• • • • •• ••• •• • ••• • • • • •• • •• • • • • • ••• •• R=217#U=87# NAILED 3 12 s2x4(A1) 1 1 5 R 660 W=8' R=78#U=129 NAILED ( ��) SEQ= 452968 PLT.TYP:WAVE DESONCRM-FB=10RE&Mn-2Do7FTMT=2D%(C%Y1rol QTY=13 TOTAL=13 REV. 10.03.12.0410.00 SCALE=1.0000 "WARNINGI"READ AND FOLLOW AON *IMPORTANT"FURNISH THIS DRAWING TO Ali CNONTRACTORS OTU INCLUDING THIE INSTALLERS. TC LL 30.Opsf REF T"nme.*ftmd"meeme'"wxbdq. eMpyng,amepNgeM DrednB.Reim IDEM w.dlm°'s' q °"'"Ti aONTG�'m° TC DL 15.0psf DATE 01-14-2015 un�e"ama�,e top==waPBBre°ep�een"oa"me ¢mWbM—d d "Y mmonare"hfvafwJngmae"ec"ep^errq�a1 Lama"°°a.^ pe""mb^r emm eeTMr"a.eee BC DL 10.0psf DRWG d�Awe�ed pmtlia�e ehareN�eJNN« ffiu amd aeanrece Rmmtod""pfeoAzfmmm,a®dPWepeeaa"e. BC LL O.Opsf _. mr "pa«ndeDrapux.eneu"mne wrmymvmuarmmdsdre.+n¢, mryfea"ebWBd 4ueeaanrmmaaew�ANSUYPI 1,afarhm�n&eNpphg•6ule0mian _ sermn,mmmme. TOT.LD. 55.OpSf O/A LEN. 5 PAZ, Asem an Ne d�avMp aaorerpQeOeDp Ude dmw4q,4aDemm aapm"aerpesmeia�m 9744191110 DUR.FAC. 1.25 JOB#:15014 ' >aarArasa�xraAt,skvn, RO%a*ta0WAC!19eEL33M pm"�e.aa""ma"eee.mrero�'e�mm"aee. eadme.»wmm�ee: . SPACING 24.0" TYPE EJACK Job: 15014 /A5G THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x6 SP#2 o o o 2 GOr PWO T!"Idsses Required Bot chord 2x4 SP#2 :•••� �•••� ••• • Webs 2x4 SP#3 • • • • • Special loads • • • S'�heGu 'xle: C.it8x3•,min.nails ---(Lumber Dur.Fao.=1.25/Plate Dur.Fac=1.25) • • •••T G o 1 Rod ?.ISO"o.c. TC-From 91 plf at 0.00 to 91 plf at 5.00 Bot Chord:1 Row @12.00"o.c. 0(1 TC-From 45 plf at 5.00 to 45 plf at 16.25 Webs :1 Row @ 4"o.c. TC-From 91 plf at 16.25 to 91 plf at 21.25 Use equal spacing between rows and stagger naps • • •til:ach tow to avoi&splitMQ.• BC-From 20 pif at 0.00 to 20 plf at 5.03 • • •• • • • •• • BC-From 10 plf at 5.03 to 10 ptf at 16.22 • • • • • • BC-From 20 plf at 16.22 to 20 plf at 21.25 • • • IV r6h j;Ane 151 ft mea• ryhgt,ASCE 7-10,CLOSED bidg,not located within 9.00 ft from roof edge,RISK CAT II,EXP C, TC-392.76 Ib Conc.Load at 5.03.16.22 • • • •wlpd TiC VAI-=5.0p windbBGDL=5.0 psf.GCpi(+/-)=0.18 TC-216.61 Ib Conc.Load at 7.06,9.06,10.63,12.19 • 000 • • ••• • 14.19 Wind loads and reactions based on MWFRS. BC-77.96 l It1 Conc.Load at 5.03,16.22 06,1 Bottom chord checked for 10.00 psf non-concurrent live load. BC-77.96 Ib Conc.Load at 7.06,9.06,10.63,12.19 •• • • • •• ••• •• 14.19 • • • •Dsfiee5or*mIts U360 live and 1-/240 total load.Creep Increase factor for dead load is 1.50. • ••• • • • • •• • J�• E LATERA�• CHORD •• • • &lo IZI; •SI-j{FT••BITE 1101 W3X8 S 1.25 atKm an atx s, 217A z, atrea 50'8 70"8 7 -i 1712 1r12 t 7 2'0'8 t 50'8 11T 5 3 12 M5)(8 11.5X4 m3X4 ®5X8 Jo -3X8(At) M3X8(A1) 1 !e 811.5X4 -3X8(101 ®1-10710 811.5X4 219" R=21820 U=808#W=8' IBM Tea rasa R-2182#U=808#Wim' (Rlgid Surface) (Rigid Surface) SEQ= 452987 PLT.TYP:WAVE DOM CR-FecW10Wa M2WFTmT-M%Mvuol QTY=1 PLIES=2 TOTAL=2 REV. 10.03.12.0410.00 SCALE=0.3750 I GI'°READ AL NO 0 8 13 "IMPORTANT"FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. TC LL 30.Opsf REF Tn=e��e�am,ecmomrem�omna�o.anrw�e. vmamaag.aaerwme rdowteeeste�mdaCBi(&"VCaP.W8ddyft..&.byTPI WWTCA)Wd* TC DL 15.Opsf f g�hM"O yd°re�'"'wePd°Audur°, We boftom a"ra DATE of-14-2015 u> =hewapopayeierdreaaAH TV=83.87v810, eppOm l AWa/p at enhf BC DL 10.Opsf DRWG eh�ne"e Id P" TV -V.J1*asto,mwa�.Appypfemf"meheae dbmeme meso.e�eepWePW.IamDerean.wueeanoeaa aa. adaro ,6oAdyadeaatlgaepmekm. BC LL 0.0psf nw ewm�q` are"u Dram me.ghee rod ue reeFome�Iew myeewe�ro"aon am moa.¢. .__... .g. m,,,k4aeb WW Ba trine hcmfananm.Ah ANSUTPI,.arta Mmd�g.sM�trg.Mem i aeowaoro-mem. TOT.LD. 55.Opsf O/A LEN. 210300 1,i t„i+,8'„ .Qi. Aeeamtld°draft er ower pop 10V aue tlraW%bWWU a00ePWM dpdeeeb'W VAX% 9F " e'rn0'mpon°m®'°e�tor°""a9°'ww"TM°°v y°Mw°d"'°rew� 1.25 JOB#:15014 r � wmrewbmstsft mpommmydit&WnDeeta.rwANW iSooa. DUR.FAC. r0bghJ•7ri) AOR,VL00" rlWBM AW)cq .:: "°°.: m [CCw bcsd-g SPACING 24.0" TYPE HIPS Job: 15014 /A6 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x6 SP#2 • • •••180•nph wind,15e004tw can hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 It from roof edge,RISK CAT Ii,EXP C, Bot chord 2x4 SP#2 •• •• • wMd 7C 13L05.111op6f,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Webs 2x4 SP#3 • • • • • • • • • • • W�11!j.j and r$aoti.j.based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent five load. • • • • • •••Deflection meets L/360 live and 1-/240 total load.Creep Increase factor for dead load is 1.50. MWFRS loads based on trusses located at least 7.50 ft.from roof edge. • • ••• • • ••• • • •• • • • •• • • • • • • • • • • •• • • • • • • ••• •• ••• ••• ••• •• • • • •• ••• •• • ••• • • • • •• • •• • • • • • ••• •• T 7'3• r 3 12 m6X8 94 R i v �IP! m3X6(Al) a3X8(A1) 1 �d BI1.5X4 m5X6 z1'3• R=1179#U=50211 RL=30/-30#Wim' R=1178#U=502#W-W (Rigkl Surface) (Rigid Surface) SEQ= 452994 PLT.TYP:WAVE DESIGN CRR•178C2010RE8mM-2007FT/RT=20%(0%y1(0) QTY=1 T0TAL=1 REV. 10.03.12.0410.00 SCALE=0.3750 "WARNINGIft RRAD AND0 ALL NOTES ON THIS DRAININGI "IMPORTANT"FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. TC LL 30.Opsf REF TTu"es reQtke mdeemecme a raMkaftddp2 ftmvedt—bq.Rd wend ( fa0oad,e West e�OWndBC81www Calo...h1d trdaaetloo,b/TRI WWrCA)faberdy TC DL 15.Opsf DATE 01-14-2015 D�topm/affft ermotlam.Indebms shd pfodde bmdn w BCSI. •,r.•. •�, aysu:?4tq wbw slmd have PWwIYalls Nddd ce�,S.LoediumtedYdawnia� reatreNldweOa n enmb ��eeLeug,g6utrmedryerBCS aeotlau8S,67are,o,eeepppcebe•Appypideeleeaahfece BC DL 10.Opsf DRWG Sy�p d truss and FoeOb"as sham mb—end on ole Jdni Gaw mdaea notrst dtrewIw Rderbdre'*�+80M2farefmM .mdOldepo,;JU BC LL O.Opsf in .. ..�. ... _ ITW Bg Wmpw,mae Gmup I-"not be map=NeW my d%Wm ft=Ode mawlnp, erryra&ee bbuW Oae trees h Wnfanumcew�ANBUTPI t.a for hmdNg,eNPW9•trreaQetkn a�ayt abedngdbuseea. TOT.LD. 55.Opsf O/ALEN. 210300 TM(`779•) A eodm ft dtavbV a severpop rbft ft dwft a dpdeeebW FAXxgp srouromtrmrropau�p bdebtadroda�bMae Themdebffiruduwddtleamdnp DUR.FAC. 1.25 JOB#:15014 arABarrra�7nva. t«•aboudueare.rdmeemmeombA•prArraurm,Beaz rrWBaGr .�wwmA �vrux+.w—deag SPACING 24.0" TYpE HIPS Job: 15014 /A7 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x6 SP#2 • • ••• 1802mph o4nd,1 100 an hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT II,EXP C, Bot chord 2x4 SP#2 •• •• • wlhd VC OLs5.0 pef,wMd BC DL=5.0 psf.GCpl(+/-)=0.18 Webs 2x4 SP#3 • • • • jill=•oat�• •nd r�• • • • • aactioets based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent five load. • • • • • ••• Deflection meets U360 Gve and L/240 total load.Creep Increase factor for dead load is 1.50. MWFRS loads based on trusses located at least 7.50 ft.from roof edge. • • ••• • • ••• • • •• • • • •• • • • • • • • • • • •• • • • ••• • • •••• ••• • ••• • •• • • • •• ••• •• • ••• • • • • •• • •• • • • • • ••• •• 9 37 9' 05X8 a5X8 {i 3 12 v 63X4 @3X4 3X6(Al) a3X6(A7) !II la 1111.5X4 a3X4 05X6 811.5X4 219' R=1179#U=501#RL=361-38#W=3' R=1179#U=501#W=3' (Rigid Surface) (Rigid Surface) SEQ= 453011 PLT.TYP:WAVE DESIGN CRITvpaC2010aESnFn-2W?FT1RTe20%(0%X1(0) QTY=1 TOTAL=1 REV. 10.03.12.0410.00 SCALE=0.3750 "WASININ61"RNAD AND0 ALL NOT98 ON I8 DRAWING1 "IMPORTANT"FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING TMH INSTALLHRS, TC LL 30.Opsf REF Tnmees reo*e ememe dere b bbriesdM aNppn0,k.WMg end P.I.a mW fd-fMWeft.dSM(s�C w d '*umtm�brTM d TCA)mreordy TC DL 15.Opsf DATE 01-14-2015 yv.•.. n,.,.m. u++a+.•� UNess lldee oOimMbe,tap eiwdetmahma popellretleCh9d B0Wvret 81�e0rtg��&M bdNm ChtlA • W WtmvesprapedrettealceddWtlaeOrg.Lamlhru.810..pppkisbh bA ypM.mm� BC DL 10.Opsf ekm0 hove eamceave.OSCCS�Ie�m"as.aT Debb we�mm.dwwl-e.w�nr.e DRWG dorms end rs dw.m�wem�a oe nb,wm oma,use roma mna�me. Ruta 1soA-zrm.t®W®dvblawea=m. BC LL O.Opsf .`.:i0.""._.. ......—._ __....._... __ ITW BWWkv puffin G.0 h .YmO nd ba ras7erW*f..W n from Orb tlmwbg. any fe➢metnbu8d Ore Vose b amdmmerme bANSVM 1.atfmhmWWg,skipping 6mb0efiur ab of TOT.LD. 55.Opsf O/ALEN. 210300 BOA AaeYan Ole tlrsMtrNmaerm Ptaeftft bdraW9.b yaeeedpataelmW VAX, 9i$41 G ata4rmhq reepamD�ItWetftm Brodeelptehbwn.TMet@r�9ymdutbd0ds dtevdtp awvaxx rrnalccrn. ra,,,yeeuoroe.ru,r pane�as,.•mmmoe,cm,a„ANavrritseo2 DURYAC. 1.25 JOB#:15014 rOtO :Wos ,VL33M „WaM., Z b.1 m TR:—tIAawg a.b� u :..fame SPACING 24.0° ITYPE HIPS 0 Job: 15014 /A8 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x6 SP#2 • • ••• 18lymphwind,1 G.00fowan hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 It from roof edge,RISK CAT II,EXP C, Bot chord 2x4 SP#2 ••• v*d*C OW-5.0 psf,wA d BC DL=5.0 psf.GCpi(+/-)=0.18 Webs 2x4 SP#3 • • • 4ti:oaj and jacttors based on MW FRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent live load. i i 000 • • • • ••• pr Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 1.50. (9AI MWFRS loads based on trusses located at least 7.50 it.from roof edge. • • ••• • • ••• • • •• • • • •• • • • • • • • • • • •• • • • • ••• • • • • • ••• • ••• • •• • • • •• ••• •• • ••• • • • • •• • •• • • • • • ••• •• 1o7a 107'8 m5X8 3 0 aa3X4 3X4 i+f 3X6(A1) 83X6(At) oui 6Ya i 611.5X4 ®5X8 191.5X4 217 R=11790 UcW1#RL=45/-45#W=3" R=1178#U-501#W=3" (Rigid Surface) (Rigid Surface) SEQ= 453017 PLT.TYP.WAVE DEMNcwr-F8=1 ra:arrr.2W?FTMT= v1(0) QTY=10 TOTAL=10 REV. 10.03.12.0410.00 SCALE=0.3750 D FOLLOW ALL N"- ON VIG DFUNWOr "IMPORTANT"FUtwiSHTMISDRAWIINGroAUao aRsINcwolNoTHIINSTAI MS. TC LL 30.Opsf REF T""aea repW'e odr aaa in fetrke&9. ahlpphg,mamaig and Oredig.Rft WW baa.ommumlaamadecs�(eafg " hamammn.MTwmdwTCA)f..d* TC DL 15.Opsf DATE 01-14-2015 pr�armpertara4g amen 0amtlam.WmAma tlmO pr"Ale arcnD�N�ach9 pa BC61. •,,.u.,. °�maa�.+�.wn�a.nenn�o�nm�a �amg�aea�aba ahm hneaprapariy dteehmMpH�rg. *"� ��^� BC DL 10.0psf DRWG ahatl 119/ebmhg 6mtaDedper&tel aeailwm 63,87as fib.Apply pwb.I.-Ch s ,�c dbM and pm�glmeh—b-0 W.ft bM 00K W488roied dh�ea 8s Rd.t, 1�Z� $"p.M . BC LL 0.0psf �.._.... ._. ..aR r1w�caaapux anmamm aaoon�ara"nae ma�ahaaeil.mawg a � huanmwa"amu�.m ARemnl.mrong anmWe uamom� 975.33AaeYmBb@e/dgeaawpeye0e6gedsmaMnpN�aela dpetiMeam TOT.LD. 55.OpSf O/ALEN. 210300 FAXs DUR.FAC. 1.25 JOB#:15014 �StarAUCXNn UKYra., rerayanmasb aroma sframsawmgos�ryAttsurwtaso.a. 84 bnW40W,C N,EL3 m amo;—:A b*o TM*. :0b.L.5 NTOA.— ah1ft-9 e4-k—bag SPACING 24.0" TYPE COMN Job: 15014 /A9 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x6 SP#2 • • ••• (**V pl*(s)reVIr%jpQcial positioning.Refer to scaled plate plot details for special positioning requirements. Bot chord 2x4 SP#2 Dense:B2 2x4 SP#2: •• •• • • • •• •• • Webs 2x4 SP#3:W1 2x6 SP#2: • 0 0 180 mptwMrld,16.0016mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT Il,EXP C, 1�IA�'C:L=5.0�sf, JMd BC DL--5.0 psf.GCpl(+/-)=0.18 Bottom chord checked for 10.00 psf non-concurrent live load. • • • a • • ••• Oineloads and reaWns based on MWFRS with additional CBC member design. Deflection meets U360 live and L./240 total load.Creep Increase factor for dead load is 1.50. MWFRS loads based on trusses located at least 15.00 fl.from roof edge. • • • ••• • ••• •• •• •• • • •• • • • • •0 • • • • •• 0.0 •• •••• 0.0 •• ••• •••• ••• •• • • • •• ••• •• • ••• • • • • •• • •• • • • • • ••• •• —1713 1W 8'9'11 107"8 MWM 3X4 t'� We 3X4 3 Z.) %5X8(SRS)(R) M4X8(R $530312 a3X6(A1) t° 1HU EFEI aja r< M1.5X4(—) 1111.5X4 $8X6 82 @1.5X4 i 22'8' R=1214#U=377#RL=421-48#W-' R=1228#U-361#Wim' (RW Surface) (Rigid Surface) SEQ= 453069 PLT.TYP:WAVE DEMNcsur=ceamoRearrn-2=FMT-^MYIM) QTY=1 TOTAL=1 REV. 10.03.12.0410.00 SCALE=0.3750 "WARNING11"ROARAWINU *'IMPORTANT"PURNUM Tile DRAWING TO ALL CONT AOTM AND FOLLOW ALL NOT89 ON THIS his IMSTALLSRs. TC LL 30.Opsf REF Tumee emaeeare�remea ure�eam Rere1* /aOo"tl� -1edumcoa' 8an� �byTP TC DL 15.Opsf DATE 01-14-2015 mompfttopulath I pa<Bt:61. FLAMM.v.v' 8•LacelwfarpemmentieetrehpdwaEn Wee* un�eWwpuB�mape mftoK87aelo,.wpfbb•Ap*PW.t—nme Wp' aBC DL 10.Opsf DRWG amre.anep shownaeaeadwftJ*dWds, "oWa0mmob". t'�7f �� 1eoA.zfeebWapmepo . BC LL mO.Opsf - P "�onpm m u«cw mo ane*m,m� ta®ndma�n Rw"dde d afig. .Ptewaeaamemeamabwa i.vrQ emwaa m�paa�e. TOT.LD. 55.Opsf O/A LEN. 220602 TM 97Y-086 Aeeelpn Cde •wr•pge 8860 tide dtaetrq,b eeeap�mdpetmbml PAM VA419111111 orer§•r•pwo"w yfwftd80vow e.T"vAw0grw4=4tNbdmw1q DUR.FAC. 1.25 JOB*15014 3S•PARKQLNr9ALVtVQ.. 19" hrvHpr etrueEp"ba•tes0amb>Op1N@•auBAnp Oee�•perAN8VrP9 POMPANO MAtU,PLi3M mMM M°;— WTTM,.':: � X=— e.e,9 SPACING 24.0" TYPE MONO Job: 15014 /A10 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x6 SP#2 • • ••• 180RnphNind,19.00WAftan hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 it from roof edge,RISK CAT 11,EXP C, Bot chord 2x4 SP#2 ••• ; vtd=C§16J.e:sl,4d BC DL=5.0 psf.GCpi(+/-)=0.18 Webs 2x4 SP#3 •� VI•rtd:.&and lgac4s based on MWFRS with additional C&C member design. (a)Continuous lateral bracing equally spaced on member.Or 1x4 MRS SPFS or better"T"brace.80%length otiweb • ••• • • • • 000 member.Attached with 8d Box or Gun(0.113"x2.5",min.)naiis @3 6"OC. Bottom chord checked for 10.00 psf non-concurrent live bad. MW FRS loads based on trusses located at least 15.00 fL from roof edge. Deflection meets L/360 live and L/240 total load.Creep Increase factor for dead load Is 1.50. • • ••• • • ••• • • • • • • • • • • • ••• • • ••• • •• • • • •• ••• •• —319.13 -«• 1W evil dors -6X6 g 2 3X4 i a5X8 208(11) HSS0312 m3X6(A1) 1 "° m3x4 86x6 Itl1.5X4 ! zr6" R=1214#U=3760 RL=421.48#W=S" R=1228#U=361#W=3' (Rigid Surface) (Rigid Surface) SEQ= 453056 PLT.TYP:WAVE oESKM CRM-FWM10 -tom FTmT= y,rol QTY=1 TOTAL=1 REV. 10.03.12.0410.00 SCALE=0.3750 "IMPDRTAN11"FURNIIIi THIS DRAWING TO ALL CANTRADTDRS INMOING T07 H13 I1118TALI M. TC LL 30.Opsf REF hwaee ragW,e mmalre.memfdximmg, sldppb9. ad g,Ne�troRehalomd �TFcA)f.W* TC DL 15.Opsf DATE 01-14-2015 AMM dman.v..aaFmydmdrearm� Lood6�rednmrummmedmee e.bador.em BC DL 10.Opsf DRWG .hm lRre 6m�p�aM a ec&=13.B7a610.waP*ab1m Appypidwfoe=hfte d Uum andPte..e.slpwn.ItaemdmOiBJdd Oelt,Wm. Wdh-1- Rmrm ,aoA2r.rdrmdmdpd.�osmum. BCH O.Opsf ._...__. my�cramhw.heDro�,varytleN.dm0an0d.de.6g .yremv.mb.mtn.buasmaa.mm�a..eh ,.a,mhm®Ug dtlppbg bnaVdbn �6�y brabg.rbimea. TOT.LD. 55.Opsf O/A LEN. 220801 VNAwebw B.�.5"2�BS4)+7'f G Aa.imeJ.deasG•aawerPw O� B.i M-01114dpo " •ko"`F°0fte*1wft°°dp°'a """ a'°d'°°er'"°°'. ro DUR.FAC. 1.25 JOB M 15014 as•eatcx rraAlwvta, far vT*u*n1sftrs cf%&Amre t+•ANVM18" rtc9 >t ss.x�. mve=,.,,:AM g—mTM.— MBw°�TCA. ';bcb ,'��maa.M SPACING 24.0" TYPE MONO Job: 15014 /All THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x6 SP#2 • • ••• 1 D p d,1 an hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 it from roof edge,RISK CAT II,EXP C, Bot chord 2x4 SP#2 ••• v�1d�C Q d BC DL=5.0 psf.GCpi(+/_)=0.18 Webs 2x4 SP#3 vwnddo.1%and wacttaps based on MW FRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent live bad. • • ••• • • • • 00* MWFRS loads based on trusses located at least 15.00 R from roof edge. Deflection meets 1./360 live and L/240 total load.Creep increase factor for dead load is 1.50. r 1• • ••• • • ••• • • •• • • • •• • • • • • • • • • • •• • • • • • • • • • • • ••• • • ••• • •• • • • •• ••• •• • ••• • • • • •• • •• • • • • • ••• •• b 5713 17 4712 107"8 85X6 12 24X8(R) • * 3 05X8 va3X4 in 1 HSS0312 m3X6(A1) 1 la ra ®3x4 86X6 181.5x4 zzre• R=121411 U=375#RL=47148#Wim' R=1228#U=361#W=3' (Right Surface) (Rigid Surface) SEQ= 453051 PLT.TYP:WAVE DESIGN CRr ,oaearn-MFnar=zawtaxruat QTY=1 TOTAL--I REV. 10.03.12.0410.00 SCALE=0.3750 "WARNIN61"PM AND FOLLOW ALL NOTES ON THS DPAWINGI "IMPOWANT"FUT IS DRAWING TO ALLCONTRA0YORBI RNIBNNCLUDING THS INSTALLERS. TC LL 30.Opsf REF Tuseesaequhermdocse' c"ow brebrya Nsv�gend ager toero 'd° tl a0ee1OA0i �'�° 'r ° TC DL 15.Opsf DATE 01-14-2015 101.,•• «a U am�ftpft��fWtopdWdenaoiMF �d�eiad vaS dWh—p.wh,Md.d towummdm.�rap rWeW=oewdwdm BC DL 10.Opaf DRWG �6a. dwh"wamgbre�edpa .adauEM 7or61 0.wq*abb Ap*pWwloewhfae ad.1. +eoAar..w ftdPw.P BC LL 0.0psf _. nWE4 P.— ahcenened�rarareedd�nfronmmd�a¢ e"„temembeHd gs Wmin adart�ercewM ,.vtarh�ne.dawma.nremmmn ab�dm�. TOT.LD. 55.Opsf O/A LEN. 220601 TWAray Aadm Ods dra 6q QP� g �sOq,b>dles�enoaptaroa dp ofeedonm FAXz D0784Mfal, �E "'peftwAN 18"ft 0 DUR.FAC. 1.25 JOB#:15014 lsl0eaatttYwta abv6va.. Far mae hdmmda —dim W.gaerd eda page e.d d,emw.b eft— POMPANO MACIR,PL3M" nVISM waw.u«bM-MT :...OW..ZWTca-9bdnd.brwrcc: SPACING 24.0" TYPE MONO r Job: 15014 /Al2 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x8 SP#2 • • • • ••• •180 46PP ZI,15.00 ftmean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT II,EXP C, Bot chord 2x4 SP#2 • • • • • • • 01ndaTC D6=5.0 psf,wind BC DL--5.0 psf.GCp)(+/-)=0.18 Webs 2x4 SP#3 • • • ••• • • Bottom chord checked for 10.00 psf non-concurrent live load. i i •i• i i i Win$Ioe djVd reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure, t , Deflection meets L/360 live and L1240 total load.Creep increase factor for dead load is 1.50. JT PLATE TERAL CHORD MWFRS loads based on trusses located at least 7.50 ft.from roof edge. ••• • •• ••• No �ZZE •S IFT BITE 4 VDX4 S 2.25 I� VV1f�i1 • i i e ♦ •• i i [151 X5 6 3.00 • • • • • • • • ••• • • ••• •• •• •• • • • •• ••• •• •• • • • • • ••• •• b 7'9"12 17-2712 3'9'8 Ip4X5(R) 14X8(R) M4X8(R) 3X4(R)[14) 3 12 t� H aSS0312 1 pa 83X4 a3X8 03X5[15) - R=842#U435M R6-87#W=8' R=842#U=361# (ftw Surfil-) SEQ= 453046 PLT.TYP:WAVE DMIGNCRR=F8=10RE M2W?FTMT ylcol QTY=1 TOTAL=1 REV. 10.03.12.0410.00 SCALE=0.5000 " "RHAD AND POIAM ALL N ON DRAMNSI *IMPORTANT"FUURNISH THIS DRAWING To ALL CONTR OTORS INO=ING THS INBTALL8R8, TC LL 30.Opsf REF Vaasa reQu4e mdrme—1. s k.WMM nd1 I g Refert—W —'.. '( *W' dnb'TM�dWTQA)fweX°iy TC DL 15.Opsf DATE 01-14-2015 prem�ew mp.dsn'dngge.ermmt=m.beta=eeelp�e"wmpm®r�gpefBksk �. u �redm �ow�d.n�en�,wrmmdwwiurmesaceftmawd enm�re.eapredm.e ¢kxetloreen..,wpmmman�mlamreakanda.em BC DL 1 O.Opsf DRWG 04 ne a meumee pa eesdam 83.87 v 810.®eppue.bb.Appy punas tsmsn rave _ R.Wt.&- +aoA-i°+a""smmae�p°.a •Dmma, wma. BC LL O.O sf ITVP B,mmre�s�m use.ansa na ns respomme+aranyeaw.dm ums gtls drewinp, p wW TOT.LD. 55.OpSf O/A LEN. 150801 'l1EfSF ' 33B$ Asalmtide d,aWgeewm pegeNb drewtrq,3atprateeeterel �e z 4I V7 m"d�°°, a, p, " u d"�° DURYAC. 1.25 JOB#:15014 Jd70 PA8Kk'7Nr11.1LVGYLL. Fv nwre Ntarma8m see dtlspEh 9e�NeNea page end Uumevr.b egae: PEMPAMVEACEE,VL338" musks—Aft'—n M.. Vk,.eXWTCA„",...ess.w.e,,—.ux~—J-0—g SPACING 24.0” ITYPE MONO Job: 15014 /A13 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x6 SP#2,.T3 2x8 SP SS: • • ••• • • 18dmP%2Ad,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT II,EXP C, Bot chord 2x4 SP#2 ••• •enj TC L=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Webs 2x4 SP#3 Bottom chord checked for 10.00 psf non-concurrent live load. 0 a 000 9 0 0 Wir0tl I.&and reactions based on NIWFRS with additional C8C member design. Deflection meets U360 Ave and U240 total load.Creep increase factor for dead load is 1.50. Right end vertical not exposed to wind pressure. JT PLATE LATERAL CHORD MWFRS loads based on trusses located at least 7.50 ft,from roof edge. • • 000 • No SIZE•*3HIFT BITE • • •• •• • • Q013X524 S 2.75 • • • • • • T • • • • • • 151 3X5 •S 3.00 • • • • • • • • • • • ••• • • ••• • •• • • • •• ••• •• • ••• • • • • •• • b 9712 17 9'12- 3'9"8 85X8 -8X8 O 312 3X5(R)[12] I—_— tv3xa I <n N a880312 =3 1 r—t= : rrd ra 1� III1.5X4 m3X4 m3X4 M3X5[15) 15'8' R-8420 8#RL 78#W=8' R=842#U=337# (Rigid Surface) SEQ= 453040 PLT.TYP:WAVE oesooNcRR-FBcmlone K2oojFrjRT.2D% syl(0) QTY=1 TOTAL=1 REV. 10.03.12.0410.00 SCALE=0.5000 *IMPORTANT"FURNISH THIS ORAWINGTOALL CON 40MRSINcuroINGTHEINeTAusae. TC LL 30.Opsf REF Tewaea eQMaegrmne ems 1.%bdaGn2. hh=k tit w' .9 Rd l..w 1v0ow0e�°°` ta`�' caropw 4ao�,bVTPI.AWTCA)fa.d" TC DL 15.Opsf DATE 01-14-2015 pracBma pm ro pef nbp Ureas fmcOmrm.hWdme WW aoMe twpw"bm aFm SM �.., ..� ,. d gmftft mid dwd BC DL 10.Opsf DRWG Mwnara amaoaePm eamma92.B7a 1310.=appkabb.Ap*phmatoeach txa -.. . �trwaan�mMosaMmNeJdnicewBe mmanoedatrmwee. BC LL 0.0psf Rermb 780A-2 far elmdard pbla poaaam. _....._._ flW Buemng CMoup 4m.MaoeN fb�ietartmma any re0urebM�HO Bre trues haantammwewdh t.arf> &wadmdtrw.a• TOT.LD. 55.Opsf O/A LEN. 150801 'MA 975-0" aeameaararewnoow.xroaeeameaueaa»am m. aaa�awm 15'AXt(M)97b4M M8PRbRyaabyfm)MGw%ft* a TMvAea wA wed aft tlmdn2 xwr�awtse+rwtBeva forty,,,d„bB,.,„,,Abftcf . P„ IGwZ DURYAC. 1.25 JOB#:15014 Pt3 7o7ArEAXN.PL33 rTWSM,��t m�a¢.emeTM:ww�..w`w CA: WW-K�ea"®.:�W.0-M SPACING 24.0" TYPE MONO Job: 15014 /A14 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x8 SP#2 • • • • ••• •Iednpn y4nd,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT II,EXP C, Bot chord 2x4 SP#2 • • • • • • • vindiTC 11L=5.0 psf,wind BC DL=5.0 psi.GCpi(+/-)=0.18 Webs 2x4 SP#3 • • • ••• • 1Af��•� • • • • • • • j loid)!ind reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent Ove load. • • ••• • • • Right end vertical not exposed to Wind pressure. Deflection meets U380 Ove and L/240 total load.Creep increase factor for dead load Is 1.50. PLATEJT _�.A MWFRS loads based on trusses located at least 7.50 ft.from roof edge. • • ••• • No ZE 0-WIFFTT�BITE CHORD i i •i • •• i i �2143X5(frt� IS 3.00 • • • • • • • • • • • ••• • • ••• • •• • • • •• Vo •• • ••• • • • • •• • •• • • • • • ••• •• b 8'11"12 0*8 71"12—� 015X8(R) �SXB 3 12 1.5X4 G� LU mSS0312 nn P4 1 83X4 g3X5(R)[12] Isr R=8420 U 357#RL W=8' R=842#U=364# (Rigid Surface) SEQ= 453028 PLT.TYP:WAVE DESONCRR•F=M10RE8nP420WFTM-2D%M%y1(0) QTY=1 TOTAL=1 REV. 10.03.12.0410.00 SCALE=0.5000 "WARNING11"RIAD AND FOLLOW'IMPORTANT"FURNISH TMISDRAWING TOALL OONTRAOTISOORSINOWDINON THIS h18INSTALIAR8, TC LL 30.Opsf REF T� in%b � RdW�� TC DL 15.Opsf DATE 01-14-2015 r toBwv Oelaesl al9knmeCSIM(Aft ow"Am$efelY 4H«mOm,by TPI aW WTCA)f«sekAy •a�a,W«,oPat«m d dt Wh .wau«saWpadtldro O.ybreLlWbo dam. BC DL 10.Opsf DRWG w d ,mm�� iute8e0PaeCateaAlaneee.eT«s,o,ee�noebre.Appypiaeato�cbface m t�aW �en«m abaieaW on otoJdnl txmde,adeea erred aOrenvine. BC LL O.Opsf ��t«a�aa�f�m�, ,,. ab=tu wmme Vero cam«mmaowM ,.«w h«W*eNPa�s,metedeam a�reAad w.aee. TOT.LD. 55.Opsf O!A LEN. 150801 Asetl on qde dreallp«mya ppeUeeg tide dtew6ip,4e0aelee sooeotawaefpetmei«ad >aAa )9ietiama TMs '" DUR.FAC. 1.25 JOB#:15014 �FAwt xrata ocvu. F«mom ee«..Y--Oft 16'e9—d..w M. -b Win: P£i1x LYVSAA3 f,PL 338" nwe«t,,, Awboa.� TM:,.,,,,.met.«MWTG,,,,„ bdr"ty-M= . bm&ffg SPACING 24.0o TYPE MONO Job: 15014 /A15 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOLrr Top chord 2x6 SP#2 • • 000 • • 18(lmlfh*^d,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 4.50 ft from roof edge,RISK CAT II,EXP C, Bot chord 2x4 SP#2 •••0 0 ••vQh;TC QL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Webs 2x4 SP#3 • • WIZI IoaGs and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent live load. • • ••• • • • • 000 Deflection meets 1-1360 live and L/240 total load.Creep increase factor for dead load Is 1.50. JT PLATE LATERAL CHORD No SIZE SHIFT BITE (8] W1.5X4 S 2.25 • • ••• • • ••• (11] W3X5(R) 1.25R 3.00 • • •• • • • •• • • • • • • • • • • •• • • • • • • • • • • • ••• • • ••• • •• • • • •• ••• •• • ••• • • • • •• • •• • • • • • ••• •• 12 05X8 83X4 1 4 3 aSS0312 U al ea 01.5X4 03X4 m3X5(R)(11] 15'8• Ra8442#U=357#RL-M W=8' R=8429 U=358# (Rigid Surface) SEQ= 453031 PLT.TYP:WAVE DESIGN CRIT-FSo+01tEarr,n2,o?FVRT-20%(0sr1(0) QTY=1 TOTAL=1 REV. 10.03.12.0410.00 SCALE=0.5000 "WARNI"RIAD AND FOLLOW"IMPORTANT"FURNISH THIS DRAWING TO AALLLL ONTNTRACTORS N THINCLUDING THE INSTALLIrJtB. TC LL 30.Opsf REF Traearap&e W&e cal infetrke&g, Ndppl twwavam,aMg.Rewloand ,°am^dacal c--P d �,'d=wftM nrT"w,WTG')m"mdr TC DL 15.0psf DATE 01-14-2015 q n..< W Unlae,wled 0ilwlMiee,top CM1ord 8118r 11818r f181�8CIB08�YCl1Qm d1@p(IIFIQ l gp stC�AYfI BC DL 10.0psf DRWG e,mA he�eaprgradya,leched c.0 L 83,8eehosn far pemmnmtt�restraFidweba ahep hwebrarJrg 6nwtled pa 9Ca1 aectlam 89,87 a 610.ee eppOraNe.Appiy pieta beech few dtrues end poagon ashown lbw�e I 111e11110*1%udearated W-*"e. Rder to ,80A•2 W dmderd pile po lti— BCH O.Opsf trW npw�wep ehdndbe ap ,f�e"rrdef��ed eqfe"W!"dme wafnewtrw ewft ,.orurnmbmg,d+pptrg.alt&. g t 8 mednp d buaa. TOT.LD. 55.Opsf O/A LEN. 150801 AX, AwW w Otb&&Wg er seer Pepe�tide dmft btmada emapt�w dprkreee' : 9784fcreey*2ud- e�lsft a of Ow STM" ' %°""n° DURYAC. 1.25 JOB#:15014 �eawkexrae�akva. w wwe irdama8an see etre robe eened nota pew end Naeweb a0m rOMPA rcy PL 330" nwaCe;,„"3wbcp.—kTp,:,n,„,V WTM w sbdn&aIgwmI=www.la.dan SPACING 24.0" TYPE HIPM Job: 15014 /A16G THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT Top chord 2x6 SP#2 • • ••• • • $ peElet dS Bot chord 2x4 SP#2 •• •• • • • •• Lum r Dur.Fac=1.25/Plate Dur.Fac=1.25) Webs 2x4 SP#3 • : : • : •f Frorl 91 pff at 0.00 to 91 pff at 5.00 • • • • • TC•Frors 45 pff at 5.00 to 45 plf at 15.67 180 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edg®•RISK CATi.1 GXFbc,• • BOA Fr•r••20 pff at 0.00 to 20 pff at 5.03 t Wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 BC-From 10 plf at 5.03 to 10 pff at 15.67 ttl TC-392.76 ib Cone.Load at 5.03 Wind loads and reactions based on MWFRS. TC-216.61 lb Cone.Load at 7.07,9.07,11.07,13.07 • • ••• • 14.949 ••• Bottom chord checked for 10.00 psf non-concurrent live load. • • •• • • • BU$85.8311b Cone.Load at 5.03 • • • • • • • -BC-P7.96t-Conc.Load at 7.07,9.07,11.07,13.07 Deflection meets U360 live and L/240 total load.Creep increase factor for dead load Is 1.50. • 14.94: • • • ••• • • JT PLATE •LATERAL CHORD No SIZE SHIFT BITE (9] W3X6 2.00L 1.25 •• • • • •• [�Q),"X, S 2.50 • • • • • • • Y�3J `6X 2.75 R 3.00 • ••• • • • • •• to •• • • • • • ••• •• 3M# 21 21x 21i 2170 x, 5'0'5 J- 2'0'8 2* t 7 2' t 1107 8'12- ' s for 3 1 12 maX8 @3X4 -3X6191 ®1.5X410 N mS=12 1� ea 1 p11.5X4 83X4 83X4 85X6[13] 16'8' 1� Te#4 no TB# 780 T## R=1489#U=554#W=8' R=1655#U=59M (Rid Surface) SEQ= 453021 PLT.TYP:WAVE OEWH CRT-MC2010REWPI-2##7 FT,RT r 1(0) QTY=1 TOTAL=1 REV. 10.03.12.0410.00 SCALE=0.5000 "WARNING11" L NOTES ON THIS DRAWINGI *IMPORTANT"RURNIGI THIS DRAWING TO ALL OONTRA0T0118 INOWDING THE INSTALLERS. TC LL 30.Opsf REF T-requke eamme ams Niffirkel4p.h ,ShOMb WMM end brads#.Rdmt-W e tapaw Ne telmt e091m deC8i MAIN Cw PMW ae/dy WWMSm.by TR and WTG1)f r addy TC DL 15.Opsf DATE 01-14-2015 HA'"•',x.r:..•. :.ss:twa 7411898 Ma9ddllmMffiB.ra#CIIQfd BbBB IIBYe O�aDar�y 8#aOrRd Bhadmd a mld b010m11 dlmd elw3heyaepmpmyetlahed .kaadw.aane.^raroannm�eduamd,eao-audd.aba BC DL 10.Opsf DRWG almy hays 6,91 1pet afSiaec#L..*7ma10.es .Apply picas beech/ace �WdMwkr�/«�d� a.°d�a adesandedd ee BC LL O.Opsf ._. .___.. RW aa°m"o p�erU109 ups.WWbe-p*.ftbW ,da«ad�n0ma#oasd�.p# bass na#n/mmmaewphAN8#TP,.p f#han��ahppNg Wlepdim �y AsedanNBdmWam�P#serdsgthmmaraq,eepm�dpdem TOT.LD. 55.OpSfO/A LEN. 150800 DUR.FAC. 1.25 JOB#:15014 ' >�rAsrk>�lrraaa.#1,vn.. pa.m«eudotaaeedarob'a#memd�laapayamm#�eae.eba�a: robuww MAC39t,RL ,TwrO,a,,,A b."=TR,am 0k.UaWTCA:,n„„b&"by ,nnJ-fi„0 SPACING 24.0 TYPE HIPM Job: 15014 /B1 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x6 SP#2 • • ••• • • Al tteE P 1.5X4 except as noted. Bot chord 2x4 SP#2 •• •• • • • •• • Webs 2x4 SP#3 • • • • ••• • T80:nph j'ind,19.13 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT II,EXP C,wind TC DL=5.0 See DWGS A18030ENC100212&GBLLETIN0212 for more requirements. • • i p '** DL=5.0 psf.GCpi(+/_�=0.18 Bottom chord checked for 10.00 psf non-concurrent live bad. Wind loads and reactions based on MWFRS with additional C&C member design. Deflection meets L/360 Ove and L/240 total load.Creep Increase factor for dead load is 1.50. • • •• • • • •• • • • • • • • • • • •• • • • • • • • • • • • ••• • • ••• • •• • • • •• ••• •• • ••• • • • • •• • •• • • • • • ••• •• 4B• 4'8• m4X5(R) 32 j v ' -2X4(At) 2X4(A1) 1 '6 1 9' �—r1"s R=154pff U=100plf RL=7/-7pff W=9' (RIgid Surface) LEFT RAKE=2'0"12 RIGHT RAKE=2'0"12 SEQ= 452928 PLT.TYP:WAVE DEWNCRrr-FeC201W"MH2 VPT1RT>20z(0xr1(c) QTY=1 TOTAL=1 REV. 10.03.12.0410.00 SCALE=0.5000 "WARNINC11"READ"IMPORTANT'FURNISH THIS DRAWING TO ALL CONTRALLOW ALL NOMC70 8INcwowotheINSTAUJRB. TC LL 30.Opsf REF Tn"eea reQeLe mNmneemein teWimt69.hm�q,eNpp6g,Mm1ng end�,Rahn bmaf tallow th Meal edeion of aCBI(aaldug CeeR raeraq=h-,-Wi.MTAendWTCA)faeafetY a w eawic.lop tftw•ametamm". gwtyaNa&.de aal®ro—r�aF=arsl. TC DL 15.Opsf DATE 01-14-2015 ,a-•. - .. umeeanamonatin�amnalmde�•nwevaramrredao-uuaa -aft aeroemcmnanwd samrreeapropayeeaCred aeare.taoetlwm eno."ta pernimlme mlmmreW.Wewht s a nanna�ewmmoedve. laammaes.aro ato.®an raenr AVFypamaroeam moa BC DL O.OpS DRWG album and �elnwn eYolaeM an ee JOW DYa9e.lmleae noted oWawiea. Tse Rderto 0.0 sf _ mveaem� maFmo.alaunmmr�a�ewaMde�rmnodsarewa•, BC LL p teeure a wee die bom b aadml�mwffil nNsvtFl i,nmr rmden¢,araFpm,uremtmen A�dald<aao•aoa•rorsaevsabotm�ma�� TOT.LD. 55.Opsf O/A LEN. 9 VAXI 9784rm amt8raabbtore•dm0lrlaM"n.TM wLN9ymdwaaf 6dad Aft PASIKC'INeA.11.ittl0. ca<■lyaR•m.ss.reamemm•m ow�ur Pa.nNevrrtlsaea. DUR.FAC. 1.25 JOB#:15014 r6bUN fiY+DItP AAMY,PLM" mxeca:— TA:--49magWTCA,ww fty—.0.�.w.ma d—g SPACING 24.0" TYPE GABL Job: 15014 /B2 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x8 SP#2 • • 000 • • 180inpR &619.13 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT II,EXP C,wind TC DL=5.0 Bot chord 2x4 SP#2 •• •• • • • ••is?, rind CL=5.0 psf.GCpi(+/-)=0.18 Webs 2x4 SP#3 • • • • • • • Bottom chord checked for 10.00 psf non-concurrent live load. 090 0.0 0 Win.loadi d reactions based on MWFRS with additional C&C member design, *00 Deflection meets L/360 live and L./240 total load.Creep increase factor for dead load is 1.50. • • • • • • • • • •• • • • • • • • • • • • ••• • • ••• • •• • • • •• ••• •• • ••• • • • • •• • •• • • • • • ••• •• 4's' 4'6' m4)(5(R) T 3 12 pI 2 F -2X4(At) ImM(A1) M1.5X4 1 �—2'1'5—•+ ►—2'1'5 R=694#U=401#RL=64/-64#W=8' (RI&Surface) R=690 U=401#W=8' (Rlgid Surface) LEFT RAKE=2'0"12 RIGHT RAKE=2712 SEQ= 452934 PLT.TYP:WAVE DoN CR-f8=10Resrrvw2M"W'M%(o•y,(G) QTY=1 T0TAL=1 REV. 10.03.12.0410.00 SCALE=0.5000 "WARN1"M0 AN'hMPGRTANT"FURNISH THIS DRAWING To ALL DDNMAADMR®84DN T1118GLUMING THE IN8TAUJ R8, TC LL 30.Opsf REF hwam requtreeNemeamainte6rioetlrq, etdpp69.torte. end lreotnp Rdmt"w tdw Ore letmlU.deCBi(eeOdnp Cm®mimd 4dm SM by M and WTCA)kr TC DL 15.Opsf DATE 01-14-2015 '°° �n '�omdnmwmw nyep�pmfydmonmd�mmd�dnme mdbM-d d BC DL 10.Opsf DRWG etnotoNe.papedyeaemed * Laoeeaedgwr.g*Wedetp*04ftt. e dmaneratumteredpa eedmreBp,sTae,aeseyppoebie.fwplypleteetoeeaAtme ... dt�eend ae atwwn a6o�e end on a,a.ldd odeb,�snosa dtimwme. ,eonzwemdaawd�t BC LL O.Opsf .... ....._.__ .._._... rw swwlgCanP. ar�w 4c.dreB not bo�taemaedeum�nem WedrednB. mIn�esbemrm —,x ,..f-. �B.eNPW9.Fm eAatlu TMA AaWmftdmdr•awwp4s8 ftMdmftkdoetadWdM1xWeaaaPermoTOT.LD. 55.Opsf O/A LEN. 9 PAM M419M ra■y'•°.y, .`•sr�nd>ro,d"wt° DURYAC. 1.25 JOB M 15014 8d3aPA>$ti'EN79bLYLYP.. Fa more eee pdejob'a ttenad odea papa end pmeweb a4m: " t moi x+i. rrWWM . a»xp«ncTpe..,..ro�e+a&wTcn.M,..ddndmuy Rx....t�enrea9 SPACING 24.0 TYPE COMN Job: 15014 /B3 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x6 SP#2 • • ••• • • 1 pR d,19.39 it mean hgt,ASCE 7-10,CLOSED bldg,not located within 4.50 It from roof edge,RISK CAT II,EXP C, Bot chord 2x4 SP#2 0•••0 •ATC =5.0 psf,wind BC DL=5.0 psf.GCpI(+/-)=0.18 Webs 2x4 SP#3 • • • 00: • • • Bottom chord checked for 10.00 psf non-concurrent Qve load. •i• i 0 0 Wir*Tod.and reactions based on NIWFRS with additional C&C member design. Deflection meets L/360 live and L/240 total load.Creep Increase factor for dead load is 1.50. • • •• • • • •• • 00 • • • • • • • • • •• •• ••• •• ••• 00* •• •••• ••• •• • • • •• ••• •• • ••• • • • • •• • 4'S` 4r 104X5(R) 3 v -2X4(A1) -2X4(A1) I N NLi 01.5X4 9. R=499#U=259#RL-51-25#W=9" R 99k U=259#W=8' (R9Id ) ( fd Surface) SEQ= 452939 PLT.TYP:WAVE DESON cwr*W=1onE8mn2marWIA%(C ay 1(M QTY=1 T0TAL=1 REV. 10.03.12.0410.00 SCALE=0.7500 "WARNG!"MAD AND FOLLOW ALL NOTES AWI 'IMPORTANT"FIMIBNTHIS DRAWING TOALL OONTRAOTOR81NON YH8WDWGTHE INBTAUJRS, TC LL 30.Opsf REF Tmmeamtpftadren bn— Hqhww& eidppae,tmtau�asepetl�,amerw�d w➢w de New eam of IBI Mumu cmvmwd hdmamd�Ga.bfTmPy1.W WTDA)fraddY TC OL 15.Opsf DATE 01-14-2015 a^ =-.11 '. edeohed d"etrudae ghee ttl�q esabfmtom�a.d ehdhmeapmpmlyatledredrkNoelbg.iaomlomehm"wpmmmwlewrelMw*adr.be BC DL 10.Opsf DRWG elmUimyab'aLid NewHedper eeQOM9a War9,a meppwaEae.Appty piatmtoeachwm a aam ead poaeean es ahem abweaM an DeJaW DewBe.mime noted dlaWa p sere w ,Ionzwmmwadpwwvmdwre. �aW� BC LL 0.0 sf .._.. ....._. _._........ .__... nW 9aBOwB Lanposa<da(iroap bro.elmA sol�ramNde�tlan hae A6'6mWg, any wdisewbupd oe hmewcaaro+mmxe.� ,,ewrha�re,am .wawdamn sbamperamem• TOT.LD. 55.Opsf O/ALEN. s 't&i!'.o=94 n.wmodedapuoapwahftndearaftbimmme�tsmorwetemimw )FADE 9784M Thasubb0vaadmc1lM ftft u•rura�rrrnacscva for,ro,emxaasume,maoumce aeaa Dmgmroeruasvla Ift& DUR.FAC. 1.25 JOB#:15014 nw9ce:,..:.namapammTrh..° 0h.L. WTCk- udumux.. b-f-M SPACING 24.0" TYPE CONN Job: 15014 /V1 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT X4 Top chord 2SP#2 "'4ftNjt:fin 4%gE4WR91 " ?•N-WIND DESIGN DL. Bot chord • • • • • • • • • • 1804nph wind,19070 ft MINI h1ft,ASCE 7-18!CLOSED bldg,Located anywhere In roof,RISK CAT 11,EXP C,wind TC DL=5.0 Deflection meets U180 Ave and V720 total load.Creep Increase tactor for dead load is 1.50. psf,llnd BO•DL�'t.Q ps:G:plC/-)=0.1I 000 See DWG VAL180100212 for valley details. Wind loads and reactions based on MWFRS with additional C&C member design. ; Shim all supports to solid bearing' • ••• • • • • • • • • • •• • • • • • • • • • • • ••• • • ••• • •• • • • •• ••• •• • ••• • • • • •• • •• • • • • • ••• •• r r 3 r 12 @3X4 1 1 4' R0)0pif W=4' SEQ= 452949 PLT.TYP:WAVE DESIGN CMT-Fscxo,oRESMI UFMT=zo%(owruoi QTY=1 TOTAL=1 REV. 10.03.12.0410.00 SCALE=1.0000 DFIAWIN "IbIPORTANT"FURNIMTHIS DRAWING TOALL CONTRACTOR81NOLWINo'HEINSTALLERS. TC LL 30.Opsf REF �0artle�"�"d °mnW°'°)TM' �`t"° TC DL 15.Opsf DATE 01-14-2015 • u��"dn�.°"�mnd°bd�a�a� d�md °�d° d�a dmnhmbf.aF�admdma Iya m•g Lo rmdaMnfa.Fa��mad Ptdedd.ebs BC DL O.Opsf MING dmnneey�Fam4eaFa<`�Blamlbmsaarael0.aswProdde.awMpde�roemnrae dh88 mw Foam®dawn Wnd d Pamare JdN odes.uJeea romd dtrembe. : ma�+aoazr�mawda BC LL O.Opsf [TIN B, QMVt W.3I.A MIftem�yaewnmua"aasarewx� mryfeStcebWblhe hae in aadawd,ANB t.arfmhmpiWg, O• ameanadam 0 TOT.LD. 45.Opsf O/A LEN. 4 ' A Aaadm9Je deaMnpaeaerPyeBWgQde dmWiq,Ndadm aoeedpdmehml PAZ,(06)9't ag6RekgneepeRm�pedeytaAsdaepndewnfissdte6aqcdueadN4dradnp �rAXucXxra�a.ccva. w�rd�.rm.r.�Rmerdn.s�D•�maro.ARsurFi�aeo.a. DUR.FAC. 1.25 JOB#:15014 PObWANDt Pf.3 rrWBM,,w ft—cTFu• wTca•w� xm —x—m,e SPACING 24.0" -HYPE VAL Job: 15014 /V2 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP#2 18hyvIIrd,•i QO n Ag 7• CLOSED bldg,not located within 4.50 it from roof edge,RISK CAT 11,EXP C, Bot chord 2x4 SP#2 win: G DI :5.0 sf,vv d�C LL§.b psf. pi(+/_)--0,18 Webs 2x4 SP#3 Bottom chord checked for 10.00 psf non-concurrent Ave load. W 0 loads0 0r;0dio0 b0 0 on M0VF 09�1th additional C8C member design. See DWG VAL180100212 for valley details. Deflection meets L/360 Ave and L 240 total load.Creep increase factor for dead load Is 1.50. � tJ • • ••• • • ••• • • •• • • • •• • • • • • • • • • • •• • • • • • • • •• • • • ••• • • •• • •• • • • •• ••• •• • ••• • • • • •• • •• • • • • • ••• •• 4' 4- 3 12 ®4X5 ®3X4(Dl) m3X4(D1) M1SX4 Ll 7. R=111ptf U=100p Wim' (Rigid Surface) SEQ= 452942 PLT.TYP:WAVE MSGNcwr-F8=10REsmwmo7FTIRTIA%(Oxy,cot QTY=1 TOTAL=1 REV. 10.03.12.0410.00 SCALE=1.0000 11 "IMPORTANT"FURNISH THIS DRAWING TO ALL CONTRAO"ARAND FOLLOW ALL NOTES�MRSINCLUDING THIS THEINBTALIM8, TC LL 30.Opsf REF Tnmeee repuhaWrelne rarebfa,xim6g, etdPda8, Send Re-Wt W fo0aa�tlea81efI,d8= c°"pWBM hda=W.byTPlPui CA)f..d* TC DL 15.Opsf DATE 01-14-2015 PP PbbDa ca—fun otl hotad"eheeP Wet.p bradnB per aC81. .4..<0, ...ver UNmn nam a0razvrme,tap cMNeheO hereppp�y evae wim alne4aal°reteafhNgend uatPn mare �" ehaetarereepwed7mamre° d.emnp locek seh—f.p=mmmdimefelraetrMd-be BC DL 10.0psf DRWG abed trere0r�rg IaeledBd per Baad0118 Be.a7 P a10,w eppOmNe.Apply pietw beach face r d hwt aM pm01m ea elven ehaePM w Ota JtlM Det�6�unless mted otAaMea e �rdm ,eoAzw aPmaputepeeaane. BC LL O.Opsf ._ r nweve�"aea�awhnenearmlberespammmfPmnaea�a,rmm°aema.t�. mrykBre b Wda Onrtrws N amf=manmwdh ANapTP11,PW mac•ehippeg.ersleDeilon & I dh aes. TOT.LD. 55.0pSf O/A LEN. 8 ,p A eed an tlde teaw4iy a maxpapeBePop Ode dreMp,dlmeazee eaeeptetm d peataeehul DURYAC. 1.25 JOB#:15014 a�ar�msa�rrwLpcva. Far mea h m M: eau Ods lad's mtw Pace Prd dreeeweh edea: �i�7&�,ttSH,Pi.:>3a` must�wwawas.amTm..w.IpdwarswTcWTQ a....°xabwaT.oarrcicc�marePp SPACING 24.0" TYPE VAL go* .. •• • • • s• •• • ANCHORAGE AND RESTRAIN 0 ; ' 'TAF� L BRACING THIS IS A DANGEROUS CONDITION ••• •� •42E�WING•DELOWG(VIG. 3B) SHOWS BOW To RESTRAIN THE • • • • CONINVOUS I BRACING (CLB —fM). WHEN ANCHORAGE SHEATHING FIG. 1 • • • of • • •i• •t��i-AY�••I• AS SOWN IN FIG. 2 THE DIAGONAL CoMPRESSION WEBS, /"—'TO PREVENT THIS BRACE RE31RtAINT (DBR —*=) MEMBERS ARE 2X4'8, 1 \ BEFORE AND AFTER••/" FpII,URE, ANCHOR THE ENDS OF WHICH ARE ATTACHED TO TOP & BOTTOM 1 1 BUUCKLmG• OR RE9TRADN THE •• • • CHOAM. 910 DLYOONAL BRACE MAY BE ATTACHED.DIRECTLY TO 1 I 11 f LATERAT. BRACING! •• • i TIE••CIi (iib TO*= WEB OPPOSITE THE CLB. USE TBE SAME I I I I I 1 CORTINUOU9 LATERAL BRACING •• i i i•Nt•AI�G.SOWN IN ;IG. 3A. (CI9) MAINTAINS SPACING, BUT USS FIG. 2. S2. aA &THOD SHOWN 1N ! / I PSS LATERAL.BUCKLING SII, OR OF ALL WEB MCWBM AT ANOTHER STRUCTURAILY THE Sm TDm. SOUND METHOD 9PBCIFZED BY PROFESSIONAL FIG. 3B BEARING FOR TRUSSES ENGINEER OR ARCHITECT. FIG. 2 FIG. 3A ANCHORAGE BY BUILDING DESIGNER DIAGONAL BRACE mama W EXAMPLE TRUSSES (OTHER ANCHORAGE PROVISIONS WITHIN THE UNIT (3A & 9B1 FOR OTHER TYPES OF WALLS). SAEATAQTti SBEATADTG �•,:, COIDON WEB, ANCRORAGE (BY BUILDING SLOPING OR VERTICAL. DRSIGNER) INTO SOLID END APPRCX OR WEB NEEDING WALL— RESTRAINS LATERAL BRACING. BRACING, RAEMY PREVENTIING WEB BUCKLING. CLB CLB COMPRESSION BEH 2X4 /3 OR STUD GRADE DER NAILED CE[LUNG TO OPPOSITE SIDE OF WEB AND REPEATED (A AT APPROoTELY 20 FOOT CEILING INTERVALS TO RESIST LATERAL MOVSLUTT. DBR MAY TRAVERSE MORE TARN TWO ATTACH TO WESS WITH TRUSSM DEPI0=G ON TRUSS HEIGHT. (2) 19d COMMON (0.192-X 3.6 amo NAILS. -tummm-Z=Ass F=DW ALL ON tt3m toga trmsr eeoebe In btawatl& and weewd. sdx b and faDew REF BRACE RESTRAINT sr�Ord t Ietmme+sm b7 a9 and tar.dots D�aetlar D b paetatmtnp mean Amatm. y�evme t�rary wady pm sem volar aetee emeestr,tap aberd DATE 1/1/09 obev baa maemb dwebtl sba ON I aea boU m eLmd Ams bae a�y aMmLed ildd . T Yo"U =_+YW.aa"�joD• Sm$mm��Im�tebi boo IadeDad Dee gCl1 DRWG BRCLBANCO109 «stPOSrApr» t torr os=t Zo VA k. in sins p oeenp 3m sboh oat bo dsddla••am tbts dedte summ cw penwm mmm hm. aqs laths b bdld the troy to ve asL 7PL w �y,a bdetity i d l now oonmd a put"Ars made d 60 (RH/s/A AstL AM wade s7/40/sD /vaI ppt�r AWL Appy pWo to sub laps d Oma.pasltlmsd o Ohara sbsr sad m Jobd Dstass. am en mw drastf/Vny a Saar pw bWrfr seemlmr sad paMssdmat ey<mrly mop-dbft sd* ta:tb trma a®pmmt do4p ohms the wtlbM&j and me of thw esmpmmt!a aw tro0ebq is me Earth City,MO 03045 d AbdodusbyAom=—Am-do-a . M GENERAL NOTES NOTES GENERALES HomnisiGRECOMMENDATIONS FOR TRUSS BUNDLES Trusses are not marked in any way to identify Las trusses no esthn marcados de nkhg6n modo que RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES. the frequency or location of temporary liberal identifique la frecuenda o locabad6n de resbicd6n kited ®Waning!Don't overload the crane. restraint and diagonal bracing.Follow the y arrtostre diagonal temporales•Use las moortrendadones iAdvertenda!iNo sobrecarga la gr6a! recommendations for handling,installing and de manejo,htstalade,restr cri6n y ardostre temporal e temporary restraining and bracing of trussm los busses.Vea el foileto BCK Guta a Buena ArAdi a ®Never use banding alone bo lift a bundle. Refer to BCSI Guide m Good Practice foram it Maceio.Irstaladdn.Restriaddn y Ardasbe a los Do not lift a group of individually banded bundles. Handltna.Instaffino.Restrafnino&Bradna of T1t!�de Madera Cgnectados con Plass de Metal para Nuns Use s6lo los empaques para levantar un paquete. Metal Plate Connedpd Wood Trusses for more irdormaddn mAs ewaia. No levante un grupo de empaques lndividuales. detailed lnfbrmadw. Los db4as de ftefio de los trusses las {�( ss Design Drawings may specify locations of Ioca a restriodbn lateral �� r !v!A single seift paint may be used for bundles Th pemanente o refuerm with trusses up to 45: permanent lateral restraint or reinforcement for en los mlenbms individuates del truss. Vea la buja TWo lift points may be used for bundles with individual truss members.Refer to the BGS]e33 resumen&Z-63-Reetr oct6n/rrtos+re 0nrrnaroMa de trusses up to 60. ®Wamingl Do not over load supporting SumMary Sheet-Permanent Restraf radna Cuerdasy Mlembros Secundarius para mAs khibrmad6n. Use at least 3 lift points for bundles with structure with buss bundle. of Chords&Web Members for more Information. 8 recto de los dlseflos;a arriostres permanentes son la trusses greater than 60'. lAdvertenda!No sobreargue la estrus All other permanent bracing design is the responsabNdad del DWador del EdMdo. responsibility of the Building Designer. Puede user un solo Iugar de levantar para apoyada con el paquete de musses. paquetes de trusses hasta 45 pies. f�f Puede User dos puntos de levantar (� Place truss bundles In stable position. ®The consequences of improper handling,Brea- - Para trig,installing,restraining and bracing can result paquetes mss de 60 pies. Puse paquetes a trusses en una posid in a collapse of the structure,or worse,serous Use por to menos tres puntos de levantar para estable. personal injury or death. paquetes m6s de 60 pies. El resuitado de un manejo,levantamlen% INSTALLATION OF SINGLE TRUSSES BY HAND fnstalad6n,rest ripdbn y anisotre Income to puede INSTALAa6N POR LA MONO DE TRUSSES INDMDUALES ser la tarda de la esbuctura o akin peor,heddos o mueebos. Trusses 20' - - !'�Trusses 30'or ' or less,sup- '` L'=! less,support atINFn port at peak. quarter points. ® Banding and truss plates have sharp edges.Wear gloves when handling and safety glasses when Levanbe Levante de arcing banding. del pico los los cuartos busses de de tramo los Empaques y places de metal tienen borders 20 pies o .E.Trusses up to 20'-I. trusses de 30 -*-Tiusses corbe los enpaques up to 30'-1 afllados. Use guantes y lentes protectores cuando mends. I musses hasty 20 pies I pies mends. I Theses haste 30 pies HOISTING OF SINGLE TRUSSES-LEVANTAMIENTO DE TRUSSES INDIVIDUA Hod each HAN®LING — MAN E]O o Is Ilnstalled anndd the bussois fas!enbu In positin with the the bearing pointsnn equipment tl bop chord temporary liberal Tatra ®Avoid lateral bending.-Evite la fied6n lateral. & Use special pre in Utiitce cuidado a supeda buss en pos1dtalado n con Bis ipoest a e u r hada qua la restriod6rr latest temporal dr windy weather or especial en dial superior este irslalado y el truss esti asegurado en los mportes near power Imes ventosas o cerce dcl and airports. cables electricce o de ©Waming!Using a single pick-point at the peak cableel aeropuertos. can damage the truss. !Advertendal EI use de un solo Iugar para levantar en el pico puede hacer dafSo at truss. Spreader bar for truss� • • • •.•. • •••• HOISTING RECOMMENDATIONS FiTRUt SI11GL� • •• • • • 0 The contractor Is responsible for property RECOM�ENDACIONES PARA LEVAN'rAT 04MEs ••••• co°r to ra••• receiving,unloading and storing the busses O O INDIVIDUALES at the jobsite. •••••• • D coniratista bene la resporhsaMlidad de (rJ Use proper ng Use equtpo apropiado •••• ApprcR t2 recibir,descargar y aimacenar adecuada- gIng and hoisting para levantar a �_ ••••••Taste •••••m b' _} menta ice trusses en la obra. equipment, improviser. r� -- a bar1� •••• �••••TTtUSSNs trgg II ii I'' T to � • • • Cir ¢ f o4-•• Lacare •S r bar •• 1W a- tI. , �.r--• tier Wngth° •. w a�ibmcc •cent 20 VUSS h j1b Tag&re TRUSSES UP TO 60' �.. • ••••N (� TRUSSES HASTA 60 PIES s •• • Sauer bar 2/3 to Te9 e •• • 3/4 t:ruw Imgth If trusses are to be stored horizontally,place TRUSSES UP TO AND OVER 60' blocking of sufficient height beneath the TRUSSES HASTA Y WERE 60 PIES —' stack of trusses at 8'to VY on center. Do not store No almacene For trusses stored for more than one week, ® unbraoed bundles verlicalmente los TEMPORARY RESTRAINT & BRACING cover bundles at prevent moisture gain but upright tresses suelbos. allow for ventilation. RESTRICCION V ARRIOSTRE TEMPORAL Refer to BSSI- 2 Summa sheet-Truss Refer to 13CSI Guide to Good Practice for m � ' �! rY Handling.Installing,Restraining&Bradng Instal!adon&Temporary Restraf &acing for -4Top Chord Tempoi of Metal Plate Connected Wood T +ccec more Information. L.WW Restrah for more detailed information pertaining to Vea el resumeh BCSI B2-Restrioddn/ 20 min handling and jobsite storage of trusses. AniQAm Temporal y Instalad6n de los ' para m6s informad6n. Si los trusses esti An guardados horizon- Locate ground breces for first truss directly in taimente,ponga bloqueando de altura r", line with all rows of top chord temporary lat- sufidente deb•5s de fa pfia de los trusses. eral restraint(see table in the next column). R90° ® Do not store on No almacehe en Coloque los arriostres de tierra para el primer Para trusses guardados por mAs de una uneven ground. tierra desigual. truss directamente en linea con sada Una de Brace first truss semana,cubra lis paquetes para prevenlr r' +, las Mas de rest icd6n lateral temporal de la .4 securely gore aumento de humedad pero permita vent- cuerda superior(vea la table en la pr6)ima Erection of add!lio lad6n. - columna). trusses. Vea el folleto BCSI Guia de Buena PrAdfca Rale el Man* Instalaci6n Resb iocidn y Ar- ® Do not walk on unbraced dostres de los Russel de Madera Conectados con Places de Metal para informad6n mAs No Amine en trusses detallada slue el manejo y almacenado de 4 i sueltos. los trusses en Area de trabajo. M STEPS TO SETTING TRUSSES RESTRAINT&BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES i LAS MEDIDAS DE LA INSTALLACI®N DE LOS TRUSSES LARESTRICCIGN Y EL ARRIOsrRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 1)Install ground bracing.2)Set first truss and attach securely to ground bracing.3)Set next 4 ®i Refer to BCSI-67 Diagonal Bracing trusses with short member temporary lateral restraint see below).4)Install -merry Sheet 10 or 15'" �` Repeat Diagonal Bracing ( top chord diagonal -�� -TerrpgOEy&Per- 15 truss spaces(309 bracing(see below).5)Install web member plane diagonal bracing to stabilize the first five trussesmanent Restral ��►t every,` (see below).6)Install bottom chord temporary lateral restraint and diagonal bracing(see below). 2)Repeat process on groups of four trusses until all trusses are set. for t 1)Instale los arriostres de Cierra.2)Instale el primero toss y ate seguramente all aniostre de more Information. ~ i tierra.3)Instale los pr6dmos cuatro trusses con resbicd6n lateral temporal de miembro corto Vea el resumen (vea abajo).4)Instate el arriostre diagonal de is cuerda superior(vea abajo).5)Instale arriostrex_87_Ric_ Apply Diagonal Brace to diagonal para los plallos de los miembros secundartos para estable los primeros dnco trusses din y vertical webs at and of Aawstm (vea abajo).6)Instale la restricci6n lateral temporal y ardostre diagonal para la cuerda inferior Temporal v cantilever and at bearing AD Lateral Resiralrds (vee abajo).7)Repita Acte procedimrenbo en grupos de cuatro busses haste que todos los trussese de locations. lapped at least two louses. Permanent ' Trusses de Cuerdas 'Top chord Temporary lateral Restraint spacing shall be ®Refer to BC3I-62 Summary Sheer—Truss Installation&Temporary Recrraintlgracina for more l Para mks 10'o.c.max for 3x2 chords and 15'o.c.for 42 chords. lnformatJw. (nformad6n. Vea el res¢men BCS LB2-Instalad6n de Trusses y ArriOstre Tempel para mayor Informed¢n. INSTALLING 4_■��■ ■ ® I STALACI® RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES EL RESiRxba6N/ARRIOSTRE EN TODOS PLANOS DE TRUSSES. Tolerances for a Fite a-lane. Max- Tit Length Toieramdas para Fuera-de-Piano. e� �� This re0aint&bracing method Is for all trusses except 3x2 and 4x2 parallel chord trusses. Max.Bo D= D(R) Este m6todo de restricd6n y arriostre es para todo busses excepto trusses de c uerdas paratelas n�Le+sar it 1/4" 1• 314" t2.5 X2 '4 1)TOCHORD x2. —CUERDA SUPERIOR �g� �—;angor —�I}J 112 r 7/8' 14.6 MaxBomr( Span Top Chord Tem (J .�_ () 3W 3,Lii*g1• 16.T Truss Temporary Lateral Restrahrt(7'CTLR)Spacing sem---r 1 itud de Tramo Espaclandento de(ArriostraTemporall de(a Cuerda Superior U` " r' "' o 1• 4 t-v8• 18.8' Up t0 30' 10'o.c.max. •,�.- i 1-114" 20.6' Haste 30 pies 10 pies mUnno Plumb 1-114" 5 1-318" 22.W{ 30'to 4S 8'o.c.max. iii Tolerances for i /l 1-v2° e 30 a 45 pies 8 ples m&dmo L-)Out-of-Plumb. r 1-12" 25.0' 4T to 60' 6'o.c.max. TDieranclas pare D 1314" T max1314• 282 45 a 60 6 nAA= Fuers-de-Piomada. 2" W fill'to 80'* 4'o.c.max. r 233.3' 60 a 80 piess 4 pies M6dmo CONSTRUCTION LOADING—CARGA DE CONSTRUCCION *Consult a Professional Engineer for truss longer than fill'. ®Do not proceed with construction until all lateral restraint and "Cmaulte a un ingerdero para trusses de mars de 60 pies. brad b " 21N�l n9 securely and properly in Placeirti j. L,!See l 2 for TCTIR options. r No prooeda con is construcd6n haste que todas las restric- material Height Vea el BCSI-.02 para las opciones de TCnJL clones laterales y los arriostr�est€n coiocad�en forma Refer to)SCSI-B3 Sum- aproplada y segura oypsur n Board 12" mary Sheet—Permanent Plywood w 068 16"Restnint/eracing of Chords (1Do not exceed maximum stack heights.Refer to&Web Members for Gable �YSSht Cstructlon Loadino for more infomnadon. Aaptmit stringtes 2 Mmmes End Frame restraint/bradng/ No a mada las m&dmas aituras recomencladas. Vea el resumeryreinforcement information. BCSI-64 Correa de ConshlrocOn para mayor infomnad6n.Para rnfortnad6n sobrerestricd6n/arriostre/ref rerzo 7(para armaz6n de hastial vea L1 i••••• iei resumen BCSI-B3—Re- • Ground bracing not shown for dority. �i,los arrBotres ® Do not overload small groups or single true•• • e i Permanente de Cuerdas y diagonales para Cada No sobreorgue pequei3os grupos o RdMd les r�, s • • • grupo de 4 trusses. Never stack materials near a peak. -- **410 ••••00400 • 2)WEB MEMBER PLANE—PLANO DE LOS MIEMBROS SECUNDARIOS ® NUnca amontDne material Cerra del ploo.9 0*0 9 90*0 • • agionall p Place loads over as many times as possi l**••• • •• LATERAL RESTRAINT Coloque las cargas sobre cantos busses rnmo sea poslble. •••••• i'=7I Position loads over toad bearing walls. • • • &DIAGONAL BRACING web Members L�!moque las cargas sobre las paredes sop&rtantes. • :...: • ••• ARE VERY IMPORTANT • uass�tgr.t iLA RESTRICCT®N ALTERATIONS—ALTERACIONES •••• 0 ••• �• ® Refer to�I-B5 Summary Sheet-Thrss Damaee ]obslte MBa9flcalionsi&Lrxrallatlon Errors. LATERAL Y EL Vea el res6men BM-85 DaPios de truce Modificadones en •etre y Errwes de Ir�alad6n. ARRIOSTRE Do not cut,alter,or drill any structural member of a truss unless DIAGONAL eotrom chords ® spedflcally permuted by the Truss Design Drawing. SON MUY os IMPORTANTES! Diagonal Brame every 10 No code,tnxamencis altere ogperfore nrngunfim�b%permitid l�?� bujo truss spaces(20'max.) del dlsevTo eel tries 10'-15 max.Same spacing as ® that have been overloaded during construction or altered without the ituss Manufacturer's bottom chord Lateral Restraint Some chord and web members prior approval may render the Thus Manufacturer's limited warranty null and void. not shown for clarity. 3)BOTTOM CHORD—CUERDA INFERIOR Trusses que se han sDbrecargado durante la construcd6n o Fan sido alterados sin una autortzad6n previa del Fabricante de Tom,pueden reducir o elrminar Is garanda del Fabdcante de Theses. Lateral Restraints-2x4xl2'or 1'101'&The Thal Msrndact a and Tn�Designer rely on ore preaunpibn first the Contractor and crane operamr(0 appkabte)are (' greater lapped over two trusses. nce In as mor the�oo ucvorr proms a �rrama oompegiven et pang.Tire s puaedwes 1 outlined In ids daamrentare i to erswe[fret the oYeraa aonsfixtWn techr�as emplgRd via put thetrtsses bio pmae SAFELY. Time nor hatr�,IrslaOunp,restraining and Weft trusses are basad upon the collective a of leading '! persontad irndwed with toss design,marndachne and kwadatbnn,but rust,due toes natroe of r bwdved,be pleas Bottom oNy as a GUIDE for use by a 4 &lading w Cwnhacbm It is not aided that these remnnriadetdws be brier p: as ii Chords arpernotpreckdathe a fooMa equ for he&"V Designerls design spedfloubm�d wNbg baay the varier, rows. ache tie brienekned std Wildlng components as deremdred by the Contras=n s,WFCA and TPI expressly dlsd tm any resparsaoty for damages { arising tram the use,apt n,or re0ance on the remauwdsoo s anti bdwmadon contsined thereb. { Diagonal Brame every e 10 truss span (20'max.) TRUSS PLATE INSTITUTE 10'-iS Some chord and web members 6300 Enterprise(ane"Min,WE 53719 218 M.Lee SL,Ste.312"Alexatdlra,VA 22314 max. not shown for clarity. 608/274.4849"www.sbdndustrycom 703/683.1010•wwwApi stwg BIWARNSix1720MU15 .. .• • . • .. .. . CLB WEB BRACE :, SUBSTITUTION T;BR4CINCL.0 . . ... THIS DETAIL IS TO BE USED WHEN CONTINUOUS LATERAL BRACING (CLB) i i Q$ • •• i i • •i /FA". IS SPECIFIED ON A TRUSS DESIGN BUT AN ALTERNATIVE WEB I�J)R$CINC� i i i i BRACING METHOD IS DESIRED. • ••• • • ••• APPLY TO EITHER SIDE OF WEB NARR ATTACH WITH 10d BOX OR GUN AT S*"t!A." N/HI3.•• ••• •NOTES: AT B" 4C• ••• i l i i i• •BRACE Ig A• • • •THIS DETAIL IS ONLY APPLICABLE FOR CHANGING THE SPECIFIED CLB SHOWN ON SINGLE PLY SEALED DESIGNS TO T—BRACING OR SCAB BRACING. ALTERNATIVE BRACING SPECD= IN CHART BELOW MAY BE CONSERVATIVE. FOR MDMIUM ALTERNATIVE BRACING, RE—RUN DESIGN WITH APPROPRIATE BRACING. T—BRACE L—BRACE WEB MEMBER SPECIFIED CLB ALTERNATIVE BRACING SCAB BRACING: SIZE BRACING T OR L—BRACE SCAB BRACE 2XS OR 2X4 1 ROW 2X4 1-2X4 APPLY SCAB(S) TO WIDE FACE OF WEB. 2X8 OR 2X4 2 ROWS 228 2-2X4 NO MORE THAN (1) SCAB PER FACE. 2X8 1 ROW 2X4 1-2X8 ATTACH WITH 10d BOX OR GUN 2X8 2 ROWS 238 2-2X4(*) (0.128"s V MIN) NAILS. AT B" O.C. 22B 1 ROW 228 1-2X8 BRACE IS A MINIMUM 2XB 2 ROWS 2X8 2-2X8(*) SOX OF WEB MEMBER LENGTH SCAB BRACE T—BRACE, L—BRACE AND SCAB BRACE TO BE SAME SPECIES AND GRADE OR BETTER THAN WEB MEMBER UNLESS SPECIFIED OTHERWISE ON ENGINEER'S SEALED DESIGN. (r) CENTER SCAB ON WIDE FACE OF WEB. APPLY (1) SCAB TO EACH FACE OF WEB. no"®!01'i°*'O mm ON tsar mm TC LL PSF REF CLB SUBST. 7 ngea.a r me awe to t.�aete•hwmm and braele� ado to and tonew 1111TW �"� tme ne► t@ Ac to..e�• Wusm mpgt�a� - po VWm=&d et%uvhl,wa ebere TC DL PSF DATE 1/1/09 .bw be.. Nleebed.s.mtmet pemm end 1-o aboa en.n be..a dteobed ad•�W. era t°'��p to�' ' °d a°t BC DL PSF DRWG BRCLBSUBO109 "+�0e'*t" s�oo-ve o�°a0000.S0Aid40L BC LL PSF at smm•p�b�tea .ten eet be a.. en team tba dodo s„ Com oftts cvow Ina. ..,t nm.w bid the J.m .ua ay.er • b..e�a ba.e. tenor eeneeefo PWO w meds of dope MW Aa V*&W14010 TOT. LD. PSF pe�:;;d"l Anbp lWo to sob toe d t vm%- a�ebm eed an hW fthft ens ea iab dmbed w sow pop bdtafra affi t rwa f eoLb sb.t.o.eempeeent aas t5e ..d ae a tbs DUR. FAC. of tuI 0 Es th CRY,MO eW45 "'r0• '•••s em tva..a AM 3M—A--ft-9 SPACING f STEPDOWN HIP CORNVR PS D�T�IL V . . . . . . . . • s HIP GIRDER :-*+k: (b) 1Bd:40.162"x3.5") TOE-NAILS * (2) 16d (0.162"x3.5") TOE-NAILS . . .. :. . .. . CJ5 l cl (Q.ljfh3;0) YljN NAILS MAY BE SUBSTITUTED - --- IN-PLACE OP1118d TOE—NAILS UP TO THE MA70MUM Y G� REACTIONS SHOWN BELOW. v . CJ3 ,Q Y •• • (2) NAHS:••R=260# U=345# w Q (i):N4p::-R=39-0# U=520# 7) • Z •• . . . . - --• -- of CJ1 w (Arn Lo U U W W p T ORNER JACKS WEBS VARY °- 2._0tl 2.-0* 21_0p 2'_0tl 11 2 V-00 T T CJ1 CJ3 CJ5 NOTES: 1. DESIGN BASED ON SOUTHERN PINE LUMBER. HIP JACK 2. TRUSS TO BEARING CONNECTION BY OTHERS. TRUSS PLATES AND LUMBER AS SHOWN, OR PER w 3. WIND LOADING BASED ON ASCE 7-10 MEAN INDIVIDUAL TRUSS DESIGNS. ROOF HEIGHT 30', EXP C ENCLOSED, RISK CATAGORY II °- 4. APPLICATION OF TOENAILS PER NDS-2005 ** END JACK "taxa"F="'m'�AM i�ON tltm�' TC LL 20-30 PSF REF t1!aa.ea regalre astreme owe ffi aboledb&baadtot, nutalmt sad traeay tdw to amA WAW Bttxt tis WM-.A mrmmetlen.by M a�1lCA ar m-m s� t tbae anstlea. a,.anart •eeaaa tuy yde sc® mad stamde.tep eaeM TC DL 7-20 PSF DATE 3/21/12 ah&have attmhed drookwd pmt eaA beth eheid diel bm a psepady dteabad s as at W.Sm�� ,I�=b °7°�°` p°r BC DL — PSF DRWG STEPDOWN HIP OMFGAMPO yl>B>=CM OF SM 29M 70 DUMUTAM OMEN= BC LL 10.00 PSF lbw emaro•C�p�t�cheap ae )ebtt net a sooatlea nam tan nay home to DdN the lean fs ermsnae vlth RP4 as��amd,ddppand. bradat a triraet rata eemaeter plate w mads of esA"aca ara/e/tq lent aegis trade sv/+o/do TOT. LD. 37-55 PSF /se)�br dad. Apply plate to eel ase et tram padttamd as dawn abaa aM an SoftLeteer. heal tea drawat er ear ma proaMemt e•pbtoA reepem�ebsbty aoady ♦ ter las tame mmpenent dellen Ras amt tie a<tea eompenmt to.ay beedlat a tae DUR. FAC. 1.25 re�ty et lbs Dedtaet pr ams 1 se.s;, !!FB(�wew.xwbetseai "w.tpbnt eem: "w '.nam=www.faedtam�t SPACING 2-0-0 Valley Detail - ASCE 7-101 180 mph, 30' Mean HeiQhtj Pa rtially•Encloseol, Exp. C, Kzt=1.00 To Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better. Unless:spe;ifltd Qn:eA,, Ifr•r'• sealed design, apply 1x4 'T' brace, 80% Bot Chord 2x4 SP #2N or SPF #1/#2 or better. length:of web• sarin spe Fes and SRB grade or better, attached Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better. with Bdl boat MWD A �.5')•ndil's' at 6' o.c., or continuous lateral bracing, equally spaced, for vertical valley webs greater than 7'-91. )KIKAttach each valley to every supportin truss withFor.44rtilials d,(gr.M'-0' J$ll„8Aply (2) 1x4 'T' braces, 80% length of g web,•same•species on; Sd•gredg or better, attached with 8d box 560# connection or with (1) ITWBCG HA4 (0.111' S( 45') nails V V o.c: • • or HA2.5 connector or equivalent for Top 10 004, of truss beneath valley set must be braced withl 00 ASCE 7-10 180 mph. 30' Mean Height, Part, Enc. Building, Exp. C, Wind TC DL=5 psf, Kzt = 1.00 properly attached, rated sheathing applied prior to valley truss Or InstaUptian.• • •• ••• •• ASCE 7-10 160 mph. 30' Mean Height, Part. Enc. Dr •. ;.; ; ; ; ; ;. •. Building, Exp. D, Wind TC DL=5 psf, Kzt = 1.00 Purlins:aj 14: c:gebr ps othgrwise specified on Engineer's sealed design. Or •• • • • • • ••a •• By valley trusses used in lieu of purlin spacing as specified on Cut from 2x6 or Engineer's seated design. larger as req'd I www Note that the purlin spacing for bracing the top chord of the truss 4-0-0 beneath the valley Is measured along the slope of the top chord. 12 ++ Larger spans may be built as long as the vertical height does 12 Max. l— W2X4 W2X4 W2X4 not exceed 14'-0'. Bottom chord may be square or pitched cut as shown. �---- 8-0-0 —�� W4X4 W2X4 12 Valle 12 Max. I— I Spacing WiX3 6-0-0 W1X3 Pitched Cut (Max S acln > Bottom Chord Square Cut Stubbed Valley Optional Hip WiX3 W2X4 Valley Bottom Chord End Detail Joint Detail /Valley 16-0-0 W1X3 •• or m n T-usses 12 4X4 t 2 ' o. . 12 Max. WiX3 ll Set. W1X3 6-0-0 Q��`\ a 4 W1X3 CMax Spacing) W2X4 WiX3 W5X4/SPL WSX3 SQaG Common Trusses Partial Framing 20-0-0 <++> at 24' o.c. Plan Supporting trusses at 24' o.c. maximum spacing. AIMMM, TANT"n nU WAVM'M 00 F2.M""L MM IN TM NAWE>►arMAJML TC LL 30 30 40PSF REF VALLEY DETAIL Trusses=.r"M a"In face p�q, (lip ens ars �*� to and TC DL 20 15 7 PSF DATE 2/16/12 follow the latest edom of Will awlaly Up"nent Sally'InfenmtlabTey TPI and far safety pHar to perlarn►zp tlmne funetbne Dvtauara shall pravkte br�y�per BCSI. noted atheretse,top chord shall haveed r attac+ed strueturd��andbott. BC DL 10 10 0 PSF DRWG VAL180100212 ofmiredto doll M"�y at"Clited PW Yvtaued pe SSI wet a` 33,87 arc' 'moPw t each face of truss OM ~as Wine above and an the.teat Details,urdess notedy e9a eta. BC LL 0 0 0 PSF tlu0dhV Components Oroup tow. We to drawirnpa WA-Z for atmdard plate posllam 1,=m tAaea,o ctraq,Inc shall eat be for any deviation from,sus dras� any TOT. LD, 60 55 7PSF to brRd�1 cohfornann ZYMI A/ISI/ or for handYy siVpp6�p,YnslnUntm L Ww.ft OF trhmm A sant an ibis drawbig or cover Lp�� nnthis dra tes a nee Ir oP proPoaeto�al arpkrertp solely for theMr I'n shown The and use of ills DUR.FAC.1.25/1.331.15 1.15 aFaehp 4or any airtxttaa b�►espoemkUtY of the Destallow pner 1 See t± ' eanhCity,rhlossoas fi waa°rtif...xvbceTPD `.... 7Bsaro,° OVT .s.� eftt�rh tears SPACING 24.0' s ? 4 ' And V vullding - oup Piste Pte{ =TORM Mmm iL- �dv9mlL JOIST 1 -LOADp l 1 ONE fiiB f WHIN HOW 111:1.111 AUM -. Lf AH028 1112 18 19116 5112 2314 0.148'x1.5' 8 0.162`x3.5` 24 3356 3350 3350 3350 1025 1175 1280 1305 ARM 1112 18 19/16 6112 2314 0.148'x1.5' 12 0.16254.5' 24 3655 4045 4250 4375 1535 1765 1915 2060 ANWO 1112 t8 19116 8112 2314 0.148'x1.5' 16 0.162x:1.5' 24 3655 4200 4555 5605 2005 2350 2555 3270 AHU26-2 3 18 37116 51/2 2314 0.148'x3A" 8 0.162'x3.5' 24 3350 3350 3350 3350 1025 1175 1280 1305 AH028-2 3 18 37116 51/2 2314 0.t4B*x3r 8 0.1625c3.5' 24 3655 4200 4375 4375 1535 1765 1915 2M AH11210-2 1 3 1 18 37116 5112 2314 0.148-&0' 8 0.162`x3.5' 24 36M 4200 4555 5845 1 2045 2350 2555 32711 AH048 3112 18 39!16 5112 2314 0.148X10' 8 0.162`x35' 24 3350 3350 3350 3350 1025 1175 1280 1305 A81Yi8 3112 18 39!16 51/2 2314 0.14854.0' 8 0.162X1.5' 24 3655 4200 4375 4375 1535 1765 1915 2060 Ails! * 3112 18 38/16 5112 2314 0148'x3A` 8 0.162"x3.5' 24 36555 4200 4555 5845 2045 2350 2555 3270 SOu tr Phs(OM } HANGER DMMRISMN CO1hUM NAR TYPE FASTREM ALLOWABLE DOWNIMARD LOADS ALLOWABLE UPWARD LOADS PRODUCT SUPPORTED PRODUCT CLEAR OYE43ALL O1E4ALL ,�'I HEADER LOAD DURATION FACTOR LOAD DURATION FACTOR CODE 19Eit11BER OAON WIDTH HEIGHT DEPTH (� SIZE QTY SIZE QTY 1 1.15 125 1A 1 1.15 1.25 1.6 A 1 112 12 1 5B 5 7116 4114 O.i48-x1.W 24 0.162X15" 30 4925 5M 5035 S5 2M 270D 2700 27� A� 1112 12 1 50 615116 4114 0.148'x15- 30 0.162")3.5` 40 6565 7410 7410 7410 3485 3485 3485 3485 As11S'210 1 112 12 1 518 815116 4114 U.148-x15- 36 0 t625A.5' 50 8210 8M 8865 885 5035 MM 5035 5035 AG=2 11/2 12 1 518 1015116 4114 0.148-x15' 46 0.162-x3.5° 60 9240 9240 9240 9240 6455 6475 6475 6475 AMWB-2 3 12 3 118 57/16 41/4 O.i48N3.0' 24 Q1625C15' SO 4925 I 5015 5M 1 SM 2700 270D 2700 2700 A61629-2 3 12 3118 6106 4114 0.1485010' 3D 0.1625015' 40 65585 7410 7410 7410 3485 3485 3485 3485 AMMO-2 3 12 3118 815116 41/4 &1485010' 38 0.1 5i 550 8210 8865 8865 8865 5.035 5035 5M5 5Q35 A608212 2 3 12 3 118 1015116 41/4 0.148'x3.0- 46 0.162501.5- 60 9240 9240 9240 9240 6455 6475 6475 6475 A -•2T 3 12 37116 57116 4114 0.148X1.0' 24 0.162X15` 30 4925 5035 5035 5035 2700 2700 2700 270 A6US21-217 3 12 37116 615116 4114 (.148')W 30 0.162'x3.5' 40 6M5 7410 7410 7410 3485 3485 3485 3485 A 10-21' 3 12 37116 815116 1 4114 O.i48X10- 38 Q162`x3.5' :D 8210 1 805 886.5 8865 5035 50:15 5ai5 AfiM2--2T 3 12 37116 1015116 41/4 0.148-x3.0` 46 0.162'x:15- 60 9240 9240 9240 9240 6455 6475 6475 6475 AMM 3112 12 3 518 5 7116 4114 0.148501.0' 24 0.162545` 30 4925 5035 5035 5035 2700 2700 2700 2M AGUS48 3112 12 3 5M 615116 4114 0.148X10' 30 0.162545' 40 6565 7410 7410 7410 WN 3485 3485 AGIMI0 3112 12 35/8 8106 4114 0.148X10- 38 0.162545' 5D 8210 8865 i 5035 AGUM12 3112 12 3518 1015/16 4114 0.14854.0- .46 0.162545' 60 9240 9240 40 W5 6475 AGIMS-3 4112 12 454 57/16 4114 0.14854.0` 24 O.t62Xi5' 30 4925 5035 2700 AGIMM-3 4112 12 4 518 615116 41/4 0.148501.0' 30 0.162545' 40 6565 7410 1 410 3485 3485 ARMO-3 4112 12 4 518 8ISM 4114 0.148°x3.0- 38 0162545' 50 8210 8665 'SM AGM23 4112 12 4 518 1015116 4114 0.148- iaZ 46 0.162545- 60 9240 9240 9240 1112112M 4112 12 5 5 7116 4114 0A48-4A` 24 0.16254.5" 30 4925 5035 37m A -3I 4112 12 5 615116 41/4 0.148X10' 30 0.16254.5- 40 1 6M5 7410 7410 7410 3485 AMS2103T 4112 12 5 815116 4114 0.148-x3.0- 38 0.16254.5' S0 8210 8865 5035 5Q35 5035 5635 A61182123r 4112 12 5 1 1015116 4114 (.148-x30' 46 0.162545' 1 60 9240 9240 40 40 •81475 • • • •00000 • • ••• • • '4 zt . •• • 10d u'i-1/2 P1a8.s are 0.148-X;.^ • o ° 10d Canrrnon NMS are 0.14W x 3. ' • 16d Conunm Haft are 0.162-x 3.5' I o s E ALUA 110NPOR.T °o FOR s • • rlW BCG GONSTi RUanON HARDWARE I ° 41' Acus ze-sr PREPARED FOR --t �- AHU26 i FLORIDA PRODUCT APPROVA-x.14079 September 8,2010 (I� (Amended October 13,2010 as noted bel ar. Skuut L Eels,P.E,FL.X5927 ST'ATEA Eit1Y OF COMPLIANCE fl,w 8m"fdmg Caraponents Group OIC. ism mmipy 13Ive The products.desk In This repon have been wAjmd fn accordance wffh the fqal119sCf4G r-L 5384 1g1s1'err1er16s of to Fbiida&Oft COdB and R)und W be I€1 coapbom with The COM 278 Rnrafn MAllm Cade when used In acconkincS WM US 'rays:.